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HomeMy WebLinkAboutREVIEWED CALCS - 23-00605 - Dutch Bros - New Commercial Bldg4408 E. Fremont St. Stockton, Ca. 95215 (209) 464-7358 office (209) 463-6195 fax Customer: GNICH ARCHITECTURE STUDIO Project: DUTCH BROS – ID0906 – REXBURG, ID. 83440 Job#: 233994 Designer: TOM MARQUEZ Date: 10/3/23 S5 S5 S5 S5 S7 S7 S5 S5 S5 S5 S5 S5 S5 S5 S5 S5 S3S4S3S3S3 S3 S4 S3 S3 S3 S3 S3 S3 S3 S3 S3 T2 T7 T7 T3 A T8D T8C T8 B B5 B8 BA BB BC BD BA BB BC BD T8 A S1S1S1S2 B1B1B1B2 B3B3B3 B4 B6 B6B6B7 BG BF S7S7 S7S6 BEBE BF BG S4 S5 T9 ( 4 ) T6 ( 2 ) T5 ( 4 ) T4 ( 2 ) T3 ( 2 ) T1 ( 4 ) 8- 0 6 - 0 0 1 1 - 0 0 - 0 0 5 - 0 6 - 0 0 15 - 0 6 - 0 0 9 - 0 0 - 0 0 24 - 0 6 - 0 0 11-00-00 35-00-00 9-00-00 1- 0 0 - 0 0 49-00-00 19 - 0 0 - 0 0 10-00-00 6- 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 0 0 - 0 0 6- 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 2- 0 0 - 0 0 1- 0 8 - 1 5 CU S T O M E R : G N I C H A R C H I T E C T U R E S T U D I O JO B N A M E : D U T C H B R O S SI T E A D D R E S S : 8 5 5 W . M A I N S T . SI T E C I T Y ; R E X B U R G , I D A H O JO B N U M B E R : 2 3 3 9 9 4 44 0 8 E . F r e m o n t S t r e e t St o c k t o n , C A . 9 5 2 1 5 TE L : ( 2 0 9 ) 4 6 4 - 7 3 5 8 FA X : ( 2 0 9 ) 4 6 3 - 6 1 9 5 400 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 Stockton Truss. October 2,2023 Hernandez, Marcos Pages or sheets covered by this seal: R78677452 thru R78677486 My license renewal date for the state of Idaho is January 31, 2024. Idaho COA: 853 233994 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-8-13 1-8-13 2- 5 - 6 2- 5 - 6 Scale = 1:23 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 13 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-66 (LC 10) Max Uplift 3=-487 (LC 39), 4=-481 (LC 36) Max Grav 3=509 (LC 40), 4=515 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-573/487, 1-2=-300/286, 2-3=-65/71 BOT CHORD 3-4=-374/307 WEBS 1-3=-577/650 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 481 lb uplift at joint 4 and 487 lb uplift at joint 3. 9) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) 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 1-8-13 for 200.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 1=-6 2) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 1=-10 Job Truss Truss Type Qty Ply R78677452 B1 Flat 3 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:07 Page: 1 ID:SVCZTK39QE_RmLGYVfbd3ByXQxO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-5-12 1-5-12 2- 5 - 6 Scale = 1:26.9 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 12 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-66 (LC 10) Max Uplift 3=-496 (LC 39), 4=-496 (LC 36) Max Grav 3=514 (LC 40), 4=514 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-586/501, 1-2=-254/240, 2-3=-53/58 BOT CHORD 3-4=-328/261 WEBS 1-3=-559/644 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 496 lb uplift at joint 4 and 496 lb uplift at joint 3. 9) 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 1-5-12 for 200.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677453 B2 Flat 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:09 Page: 1 ID:XnEn2DtNIjNnGceiLKA6FQyXQnI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 6 - 2 Scale = 1:23.2 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-68 (LC 12) Max Uplift 3=-499 (LC 39), 4=-499 (LC 36) Max Grav 3=523 (LC 40), 4=523 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-578/505, 1-2=-325/310, 2-3=-71/77 BOT CHORD 3-4=-401/332 WEBS 1-3=-601/674 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 499 lb uplift at joint 4 and 499 lb uplift at joint 3. 9) 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. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677454 B3 Flat 3 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:09 Page: 1 ID:rR2NKOhvm4cvc_DFv0afadyXUSX-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-5-12 1-5-12 2- 6 - 2 Scale = 1:27.1 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 12 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=68 (LC 13) Max Uplift 3=-512 (LC 39), 4=-512 (LC 36) Max Grav 3=530 (LC 40), 4=530 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-606/517, 1-2=-255/241, 2-3=-53/58 BOT CHORD 3-4=-331/262 WEBS 1-3=-574/663 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 512 lb uplift at joint 4 and 512 lb uplift at joint 3. 9) 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 1-5-12 for 200.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677455 B4 Flat 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:10 Page: 1 ID:prj01IHe73nvUodiJrj?8gyXQiv-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 6 - 4 Scale = 1:23.2 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-68 (LC 10) Max Uplift 3=-501 (LC 39), 4=-501 (LC 36) Max Grav 3=524 (LC 40), 4=524 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-580/507, 1-2=-325/310, 2-3=-71/77 BOT CHORD 3-4=-401/332 WEBS 1-3=-603/676 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 501 lb uplift at joint 4 and 501 lb uplift at joint 3. 9) 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. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677456 B5 Flat 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:10 Page: 1 ID:FRZM9E5IVQwUkhu9bO5UCuyXULY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-8-13 1-8-13 2- 6 - 4 Scale = 1:23.2 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 13 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-68 (LC 10) Max Uplift 3=-504 (LC 39), 4=-504 (LC 36) Max Grav 3=526 (LC 40), 4=526 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-588/510, 1-2=-302/287, 2-3=-65/71 BOT CHORD 3-4=-378/308 WEBS 1-3=-592/669 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 504 lb uplift at joint 4 and 504 lb uplift at joint 3. 9) 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 1-8-13 for 200.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677457 B6 Flat 3 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:10 Page: 1 ID:EJ47d0lAOY9b6Yy9STvc4PyXQh?-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-5-12 1-5-12 2- 6 - 4 Scale = 1:27.2 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 12 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=68 (LC 13) Max Uplift 3=-514 (LC 39), 4=-514 (LC 36) Max Grav 3=532 (LC 40), 4=532 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-608/519, 1-2=-256/241, 2-3=-53/58 BOT CHORD 3-4=-332/262 WEBS 1-3=-575/665 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 514 lb uplift at joint 4 and 514 lb uplift at joint 3. 9) 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 1-5-12 for 200.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677458 B7 Flat 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:10 Page: 1 ID:fEPP56qMfaE6g4h3cyUFeyyXQfd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 6 - 4 Scale = 1:23.2 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-68 (LC 10) Max Uplift 3=-501 (LC 39), 4=-494 (LC 36) Max Grav 3=524 (LC 40), 4=531 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-586/501, 1-2=-325/310, 2-3=-71/77 BOT CHORD 3-4=-401/332 WEBS 1-3=-603/676 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 494 lb uplift at joint 4 and 501 lb uplift at joint 3. 9) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) 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. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 1=-6 2) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 1=-10 Job Truss Truss Type Qty Ply R78677459 B8 Flat 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:11 Page: 1 ID:FRZM9E5IVQwUkhu9bO5UCuyXULY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 6 - 4 Scale = 1:23.3 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 4-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins, except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=0-1-8, 4=0-1-8 Max Horiz 4=-136 (LC 10) Max Uplift 3=-557 (LC 39), 4=-557 (LC 36) Max Grav 3=605 (LC 40), 4=605 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-716/570, 1-2=-368/338, 2-3=-141/154 BOT CHORD 3-4=-520/382 WEBS 1-3=-662/808 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 557 lb uplift at joint 4 and 557 lb uplift at joint 3. 9) 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. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677460 BA Flat 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:11 Page: 1 ID:N8AelD3fVZHECwoFQROMNdyXTaW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 7 - 4 Scale = 1:23.6 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 4-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.32 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins, except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=0-1-8, 4=0-1-8 Max Horiz 4=-141 (LC 10) Max Uplift 3=-581 (LC 39), 4=-581 (LC 36) Max Grav 3=629 (LC 40), 4=629 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-750/594, 1-2=-371/341, 2-3=-141/154 BOT CHORD 3-4=-529/385 WEBS 1-3=-683/839 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 581 lb uplift at joint 4 and 581 lb uplift at joint 3. 9) 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. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677461 BB Flat 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:11 Page: 1 ID:NDHM0TuIUSrbMN_KPjdI7zyXTZS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 8 - 4 Scale = 1:23.9 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 4-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins, except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-146 (LC 12) Max Uplift 3=-605 (LC 39), 4=-605 (LC 36) Max Grav 3=653 (LC 40), 4=653 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-783/619, 1-2=-374/343, 2-3=-141/154 BOT CHORD 3-4=-538/389 WEBS 1-3=-704/870 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 605 lb uplift at joint 4 and 605 lb uplift at joint 3. 9) 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. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677462 BC Flat 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:11 Page: 1 ID:loFoT3BQHKKPipguAh1OzXyXTXn-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 9 - 4 Scale = 1:24.2 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 4-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 15 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins, except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=0-1-8, 4=0-1-8 Max Horiz 4=-151 (LC 10) Max Uplift 3=-630 (LC 39), 4=-630 (LC 36) Max Grav 3=678 (LC 40), 4=678 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-818/643, 1-2=-377/345, 2-3=-141/154 BOT CHORD 3-4=-547/393 WEBS 1-3=-727/902 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 630 lb uplift at joint 4 and 630 lb uplift at joint 3. 9) 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. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677463 BD Flat 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:11 Page: 1 ID:QAtkWMQvPNzWEraCJGK?IqyXTTc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-8-13 1-8-13 2- 7 - 4 Scale = 1:23.6 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=0-1-8, 4=0-1-8 Max Horiz 4=-70 (LC 10) Max Uplift 3=-519 (LC 39), 4=-525 (LC 36) Max Grav 3=553 (LC 40), 4=547 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-614/531, 1-2=-303/288, 2-3=-71/64 BOT CHORD 3-4=-382/310 WEBS 1-3=-610/693 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 525 lb uplift at joint 4 and 519 lb uplift at joint 3. 9) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) 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 1-8-13 for 200.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 2=-6 2) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 2=-10 Job Truss Truss Type Qty Ply R78677464 BE Flat 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:12 Page: 1 ID:HS5EQSgmKnrmMB8EtpCMgWyXQby-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =1.5x4 =3x4 =3x4 =1.5x4 4 3 12 1-8-13 1-8-13 2- 8 - 4 Scale = 1:23.8 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.02 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-73 (LC 10) Max Uplift 3=-68 (LC 11), 4=-68 (LC 10) Max Grav 3=112 (LC 19), 4=112 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-162/207, 1-2=-46/50, 2-3=-65/71 BOT CHORD 3-4=-128/132 WEBS 1-3=-159/159 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 68 lb uplift at joint 4 and 68 lb uplift at joint 3. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677465 BF Flat 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:12 Page: 1 ID:xZP3e?QHU8nqQtTK3Yq8joyXQaz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-8-13 1-8-13 2- 9 - 4 Scale = 1:24.2 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3= Mechanical, 4= Mechanical Max Horiz 4=-75 (LC 10) Max Uplift 3=-567 (LC 39), 4=-561 (LC 36) Max Grav 3=589 (LC 40), 4=595 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-672/567, 1-2=-306/290, 2-3=-65/71 BOT CHORD 3-4=-391/314 WEBS 1-3=-647/741 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 561 lb uplift at joint 4 and 567 lb uplift at joint 3. 9) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) 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 1-8-13 for 200.0 plf. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-2=-90, 3-4=-20 Concentrated Loads (lb) Vert: 1=-6 2) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 1=-10 Job Truss Truss Type Qty Ply R78677466 BG Flat 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:12 Page: 1 ID:MDCuYHHqmyklRnO_jycn6myXQZs-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-8-13 1-8-13 2- 4 - 0 Scale = 1:22.5 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr NO WB 0.24 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 12 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=1-8-13, 4=1-8-13 Max Horiz 4=62 (LC 11) Max Uplift 3=-459 (LC 39), 4=-459 (LC 36) Max Grav 3=481 (LC 40), 4=481 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-532/465, 1-2=-298/285, 2-3=-65/71 BOT CHORD 3-4=-368/304 WEBS 1-3=-552/620 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 1-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 4 and 459 lb uplift at joint 3. 9) 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 1-8-13 for 200.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677467 S1 Flat Supported Gable 3 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:12 Page: 1 ID:H7QzWFC3YEoi?JNEJAMpewyXR0N-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-5-12 1-5-12 2- 4 - 0 Scale = 1:24.8 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a - n/a 999 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr NO WB 0.23 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 12 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=1-5-12, 4=1-5-12 Max Horiz 4=-62 (LC 10) Max Uplift 3=-467 (LC 39), 4=-467 (LC 36) Max Grav 3=485 (LC 40), 4=485 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-549/472, 1-2=-252/239, 2-3=-53/58 BOT CHORD 3-4=-322/258 WEBS 1-3=-533/610 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 1-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 4 and 467 lb uplift at joint 3. 9) 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 1-5-12 for 200.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677468 S2 Flat Supported Gable 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:13 Page: 1 ID:?b4clIkgBlLSH4khuP98QCyXR?h-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 5 - 6 Scale = 1:23 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a - n/a 999 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr NO WB 0.26 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 13 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=1-9-15, 4=1-9-15 Max Horiz 4=-66 (LC 10) Max Uplift 3=-471 (LC 39), 4=-480 (LC 36) Max Grav 3=520 (LC 40), 4=510 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-577/487, 1-2=-324/309, 2-3=-83/65 BOT CHORD 3-4=-408/330 WEBS 1-3=-588/675 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 480 lb uplift at joint 4 and 471 lb uplift at joint 3. 8) Non Standard bearing condition. Review required. 9) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) 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. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 3-4=-20 Concentrated Loads (lb) Vert: 2=-7 Trapezoidal Loads (lb/ft) Vert: 1=-91-to-2=-100 2) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 3-4=-20 Concentrated Loads (lb) Vert: 2=-11 Trapezoidal Loads (lb/ft) Vert: 1=-61-to-2=-75 Job Truss Truss Type Qty Ply R78677469 S3 Blocking Supported Gable 14 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:13 Page: 1 ID:piMtq?EV9WEzGfYDo_t3sHypd1F-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-8-13 1-8-13 2- 5 - 6 Scale = 1:23 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) n/a - n/a 999 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr NO WB 0.25 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 13 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=1-8-13, 4=1-8-13 Max Horiz 4=-66 (LC 12) Max Uplift 3=-487 (LC 39), 4=-487 (LC 36) Max Grav 3=509 (LC 40), 4=509 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-566/493, 1-2=-300/286, 2-3=-65/71 BOT CHORD 3-4=-374/307 WEBS 1-3=-577/650 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 1-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 4 and 487 lb uplift at joint 3. 9) 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 1-8-13 for 200.0 plf. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677470 S4 Blocking Supported Gable 3 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:13 Page: 1 ID:FvCZsvWMRnT4Mo3OSXFgcQypd?c-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-10-6 1-10-6 2- 1 0 - 2 Scale = 1:24.5 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - n/a 999 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr NO WB 0.29 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 15 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G 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. REACTIONS (size) 3=1-10-6, 4=1-10-6 Max Horiz 4=78 (LC 13) Max Uplift 3=-580 (LC 39), 4=-580 (LC 36) Max Grav 3=604 (LC 40), 4=604 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-678/587, 1-2=-331/314, 2-3=-71/77 BOT CHORD 3-4=-418/339 WEBS 1-3=-672/764 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 1-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 580 lb uplift at joint 4 and 580 lb uplift at joint 3. 9) 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 R78677471 S5 Blocking Supported Gable 15 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:13 Page: 1 ID:hkDpIh0ChNYiibOA4VTDV4ypcyN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-5-12 1-5-12 2- 1 0 - 2 Scale = 1:28.5 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a - n/a 999 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr NO WB 0.29 Horiz(TL) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=1-5-12, 4=1-5-12 Max Horiz 4=78 (LC 11) Max Uplift 3=-599 (LC 39), 4=-599 (LC 36) Max Grav 3=617 (LC 40), 4=617 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-718/604, 1-2=-262/245, 2-3=-53/58 BOT CHORD 3-4=-349/270 WEBS 1-3=-653/768 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 1-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 599 lb uplift at joint 4 and 599 lb uplift at joint 3. 9) 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 1-5-12 for 200.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677472 S6 Flat Supported Gable 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:14 Page: 1 ID:qZ19jnQQmGWNcrbektgVEDyXR_o-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =3x6 =3x4 =5x6 =1.5x4 4 3 12 1-8-13 1-8-13 2- 1 0 - 2 Scale = 1:24.5 Plate Offsets (X, Y):[3:0-3-0,0-3-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.00 3-4 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 3-4 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.00 3 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 14 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size) 3=1-8-13, 4=1-8-13 Max Horiz 4=-78 (LC 10) Max Uplift 3=-601 (LC 39), 4=-585 (LC 36) Max Grav 3=607 (LC 40), 4=591 (LC 43) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-689/591, 1-2=-308/291, 2-3=-65/71 BOT CHORD 3-4=-395/316 WEBS 1-3=-663/762 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 585 lb uplift at joint 4 and 601 lb uplift at joint 3. 8) Non Standard bearing condition. Review required. 9) 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 1-8-13 for 200.0 plf. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply R78677473 S7 Blocking Supported Gable 5 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:14 Page: 1 ID:bZMkfF9ghyAyGPhylPcyVhypcuK-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =2x4 =5x6 =6x8 =1x4 =4x10 =5x8 =4x14 =2x4 =1x4 =3x10 =3x4 =5x6 =1x4 =6x8 =5x6 =2x4 16 15 14 13 12 11 10 9 1 2 18 3 4 5 6 19 7 8 17 2-8-0 5-7-12 0-5-10 24-6-0 2-11-12 2-11-12 3-1-8 8-9-4 3-5-10 24-0-6 3-8-8 16-10-4 3-8-8 20-6-12 4-4-8 13-1-12 2-8-0 5-7-12 2-11-12 2-11-12 3-1-8 8-9-4 3-8-8 16-10-4 3-8-8 20-6-12 3-11-4 24-6-0 4-4-8 13-1-12 7- 9 - 0 2- 4 - 0 7- 9 - 0 2- 1 0 - 0 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:49.9 Plate Offsets (X, Y):[1:0-3-0,0-2-4], [3:0-2-11,0-1-12], [6:0-3-0,0-3-0], [8:0-3-0,0-2-4], [9:0-2-8,0-1-0], [10:0-1-12,0-3-0], [13:0-4-0,0-1-8], [14:0-4-0,0-3-0], [15:0-2-12,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.31 12-13 >928 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.52 12-13 >558 240 TCDL 10.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.12 9 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 283 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 16-1,17-9:2x6 DF No.2 G, 15-1,13-3,10-8:2x4 DF No.1&Btr G, 13-4:2x8 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9=0-5-8, 16=0-5-8 Max Horiz 16=341 (LC 11) Max Uplift 9=-321 (LC 11), 16=-103 (LC 14) Max Grav 9=3001 (LC 1), 16=3343 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-3310/517, 1-2=-4192/574, 2-3=-4193/579, 3-4=-11046/1263, 4-5=-11051/1269, 5-7=-7240/1831, 7-8=-4064/1503, 8-9=-2965/912, 8-17=0/0 BOT CHORD 15-16=-665/460, 13-15=-1242/7629, 12-13=-1597/9626, 11-12=-1597/9626, 10-11=-1399/7139, 9-10=-263/416 WEBS 2-15=-282/174, 1-15=-747/5221, 3-15=-4421/490, 3-14=0/101, 3-13=-364/4146, 4-13=-3060/0, 5-13=-235/1752, 5-12=0/167, 5-11=-2820/339, 6-11=-151/1555, 6-10=-3711/839, 7-10=-573/359, 8-10=-1160/4814 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 19-3-3, Corner (3) 19-3-3 to 24-3-3 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 5) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 6) Provide adequate drainage to prevent water ponding. 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 1-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 16 and 321 lb uplift at joint 9. 11) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-4=-90, 4-8=-163, 9-16=-20 Concentrated Loads (lb) Vert: 4=-2570 2) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-60, 4-8=-113, 9-16=-20 Concentrated Loads (lb) Vert: 4=-520 Job Truss Truss Type Qty Ply R78677474 T1 Monopitch 4 2233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:14 Page: 1 ID:h61Im6AGElzv5wFkyXvsXQyXRh0-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =1.5x4 =4x4 =4x8 =1x4 =1x4 =4x8 =4x12 =2x4 =5x8 =1x4 =5x6 =3x4 =4x8 =1x4 =4x6 =2x4 16 15 14 13 12 11 10 9 1 2 18 3 4 5 19 6 20 21 22 7 8 17 2-9-0 5-7-12 0-5-10 24-6-0 2-10-12 2-10-12 3-1-8 8-9-4 3-5-10 24-0-6 3-8-8 16-10-4 3-8-8 20-6-12 4-4-8 13-1-12 2-9-0 5-7-12 2-10-12 2-10-12 3-1-8 8-9-4 3-6-11 16-8-8 3-10-5 20-6-12 3-11-4 24-6-0 4-4-8 13-1-12 7- 9 - 0 2- 4 - 0 7- 9 - 0 2- 1 0 - 0 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:49.9 Plate Offsets (X, Y):[1:0-2-0,0-1-8], [5:0-4-0,0-3-0], [10:0-1-12,0-1-8], [11:0-2-12,0-3-0], [13:0-2-12,0-2-0], [15:0-2-12,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.15 12-13 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.39 12-13 >749 240 TCDL 10.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.09 9 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 281 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 13-4:2x8 DF No.2 G, 17-9:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 9=0-5-8, 16=0-5-8 Max Horiz 16=341 (LC 11) Max Grav 9=2243 (LC 1), 16=2119 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-16=-2086/321, 1-2=-2596/318, 2-3=-2597/322, 3-4=-6410/525, 4-6=-6415/823, 6-7=-2970/853, 7-8=-2970/857, 8-9=-2207/431, 8-17=0/0 BOT CHORD 15-16=-665/459, 14-15=-695/4636, 13-14=-695/4636, 12-13=-424/6249, 10-12=-424/6249, 9-10=-260/413 WEBS 7-10=-631/160, 6-11=-117/885, 8-10=-304/3503, 4-13=-1240/0, 6-10=-2348/354, 2-15=-277/176, 3-14=0/108, 3-13=-60/2151, 1-15=-428/3230, 5-12=0/163, 5-11=-1496/268, 3-15=-2594/191, 5-13=-315/278 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-1-13 to 5-1-13, Exterior (2) 5-1-13 to 19-3-3, Corner (3) 19-3-3 to 24-3-3 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 5) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 6) Provide adequate drainage to prevent water ponding. 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 1-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-4=-90, 19-20=-90, 9-16=-20 Concentrated Loads (lb) Vert: 4=-776, 3=-10, 19=-190, 22=-190 Trapezoidal Loads (lb/ft) Vert: 4=-153-to-5=-131, 5=-131-to-19=-124, 20=-125-to-21=-127, 21=-127-to-22=-131, 22=-131- to-7=-134, 7=-134-to-8=-152 2) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 1-4=-60, 19-20=-60, 9-16=-20 Concentrated Loads (lb) Vert: 4=-530, 3=-16, 19=-190, 22=-190 Trapezoidal Loads (lb/ft) Vert: 4=-106-to-5=-90, 5=-90-to-19=-84, 20=-85- to-21=-87, 21=-87-to-22=-90, 22=-90-to-7=-92, 7=-92-to-8=-105 Job Truss Truss Type Qty Ply R78677475 T2 Monopitch 1 2233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:15 Page: 1 ID:mHm75t?p3JuiAI7w0tZju0ypbxr-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =M18AHS 6x8 =4x10 =1x4 =3x8 =1x4 =3x4 =3x4 =4x10 =1x4 =M18AHS 6x8 =3x6 12 11 10 9 8 7 1 2 15 3 16 4 17 18 19 5 6 13 14 0-5-10 0-5-10 0-5-10 19-0-0 3-5-11 3-11-5 3-5-9 18-6-6 3-8-8 11-4-4 3-8-8 7-7-12 3-8-8 15-0-12 3-8-8 11-4-4 3-8-8 7-7-12 3-8-8 15-0-12 3-11-3 19-0-0 3-11-5 3-11-5 7- 9 - 0 2- 5 - 8 2- 5 - 8 0- 4 - 8 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:48 Plate Offsets (X, Y):[1:0-3-8,0-3-4], [6:0-3-12,0-3-0], [8:0-2-4,0-1-12], [11:0-4-0,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.09 9-10 >999 360 M18AHS 169/162 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 9-10 >879 240 MT20 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.06 7 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 122 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 1-11,6-8:2x4 DF No.1&Btr G, 13-12,14-7:2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-2 oc bracing. REACTIONS (size) 7=0-5-8, 12=0-5-8 Max Horiz 12=523 (LC 11) Max Uplift 7=-91 (LC 11), 12=-114 (LC 10) Max Grav 7=1593 (LC 19), 12=1569 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2351/1054, 2-3=-2350/1061, 3-4=-2915/503, 4-5=-2038/724, 5-6=-2039/728, 1-12=-1535/754, 1-13=0/0, 6-7=-1560/643, 6-14=0/0 BOT CHORD 11-12=-1466/1697, 10-11=-1253/3172, 9-10=-1253/3172, 8-9=-766/2908, 7-8=-273/419 WEBS 1-11=-1017/2344, 6-8=-677/2321, 2-11=-535/419, 3-11=-1195/569, 3-10=0/141, 3-9=-608/573, 4-9=-270/393, 4-8=-1184/680, 5-8=-638/187 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 13-9-3, Corner (3) 13-9-3 to 18-9-3 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 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 12 and 91 lb uplift at joint 7. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-17=-90, 7-12=-20 Concentrated Loads (lb) Vert: 16=-190, 19=-190 Trapezoidal Loads (lb/ft) Vert: 1=-163 (F=-73)-to-2=-146 (F=-56), 2=-146 (F=-56)-to-15=-141 (F=-51), 15=-141 (F=-51)- to-3=-130 (F=-40), 3=-130 (F=-40)-to-16=-124 (F=-34), 17=-125-to-18=-127, 18=-127-to-19=-131, 19=-131-to-5=-134, 5=-134-to-6=-152 Job Truss Truss Type Qty Ply R78677476 T3 Monopitch 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:15 Page: 1 ID:dgQzWqVfPeDFBrfhF1jJBUypcQB-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =M18AHS 7x14 =8x14 =3x4 =1x4 =3x8 =3x4 =3x4 =5x12 =1x4 =M18AHS 5x12 =3x6 12 11 10 9 8 7 1 2 15 3 16 4 17 18 19 5 6 13 14 0-5-10 0-5-10 2-9-10 3-3-4 0-5-10 19-0-0 3-5-9 18-6-6 3-8-8 11-4-4 3-8-8 15-0-12 4-4-8 7-7-12 3-3-4 3-3-4 3-8-8 11-4-4 3-8-8 15-0-12 3-11-3 19-0-0 4-4-8 7-7-12 7- 9 - 0 2- 5 - 8 2- 5 - 8 0- 4 - 8 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:48 Plate Offsets (X, Y):[1:0-8-8,0-2-8], [6:0-6-7,0-2-8], [8:0-2-8,0-2-8], [11:0-5-0,0-3-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.18 10 >999 360 M18AHS 169/162 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.36 9-10 >611 240 MT20 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.10 7 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 125 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 11-2:2x8 DF No.2 G, 1-11,6-8:2x4 DF No.1&Btr G, 13-12,14-7:2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. REACTIONS (size) 7=0-5-8, 12=0-5-8 Max Horiz 12=523 (LC 11) Max Uplift 7=-38 (LC 11) Max Grav 7=2006 (LC 1), 12=3723 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4752/711, 2-3=-4752/719, 3-4=-4212/336, 4-5=-2619/644, 5-6=-2620/648, 1-12=-3680/482, 1-13=0/0, 6-7=-1971/589, 6-14=0/0 BOT CHORD 11-12=-1426/1659, 10-11=-1008/5112, 9-10=-1008/5112, 8-9=-599/4203, 7-8=-272/419 WEBS 2-11=-3059/136, 5-8=-641/190, 1-11=-493/5709, 3-10=0/163, 3-11=-1281/822, 4-9=-224/632, 3-9=-1071/482, 4-8=-1891/574, 6-8=-582/3085 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 13-9-3, Corner (3) 13-9-3 to 18-9-3 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 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 7. 10) Load case(s) 1, 2 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-17=-90, 7-12=-20 Concentrated Loads (lb) Vert: 2=-2576, 16=-190, 19=-190 Trapezoidal Loads (lb/ft) Vert: 1=-163 (F=-73)-to-2=-149 (F=-59), 2=-149 (F=-59)-to-15=-141 (F=-51), 15=-141 (F=-51)- to-3=-130 (F=-40), 3=-130 (F=-40)-to-16=-124 (F=-34), 17=-125-to-18=-127, 18=-127-to-19=-131, 19=-131-to-5=-134, 5=-134-to-6=-152 2) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (lb/ft) Vert: 16-17=-60, 7-12=-20 Concentrated Loads (lb) Vert: 2=-530, 16=-190, 19=-190 Trapezoidal Loads (lb/ft) Vert: 1=-113 (F=-53)-to-2=-103 (F=-43), 2=-103 (F=-43)-to-15=-97 (F=-37), 15=-97 (F=-37)-to-3=-89 (F=-29), 3=-89 (F=-29)-to-16=-85 (F=-25), 17=-85- to-18=-87, 18=-87-to-19=-90, 19=-90-to-5=-92, 5=-92-to-6=-105 Job Truss Truss Type Qty Ply R78677477 T3A Monopitch 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:16 Page: 1 ID:dgQzWqVfPeDFBrfhF1jJBUypcQB-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.25 12 =3x6 =M18AHS 5x12 =4x10 =1x4 =3x8 =1x4 =3x4 =3x4 =4x10 =1x4 =M18AHS 6x8 =3x6 12 11 10 9 8 7 1 15 2 16 3 17 4 18 19 5 6 13 14 0-5-10 0-5-10 0-5-10 19-0-0 3-5-11 3-11-5 3-5-9 18-6-6 3-8-8 7-7-12 3-8-8 11-4-4 3-8-8 15-0-12 3-8-8 7-7-12 3-8-8 15-0-12 3-8-8 11-4-4 3-11-3 19-0-0 3-11-5 3-11-5 7- 9 - 0 2- 5 - 8 2- 5 - 8 0- 4 - 8 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:48 Plate Offsets (X, Y):[1:0-6-7,0-2-8], [6:0-3-12,0-3-0], [8:0-2-12,0-1-12], [11:0-4-0,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.09 9-10 >999 360 M18AHS 169/162 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.22 9-10 >999 240 MT20 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.05 7 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 122 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 1-11:2x4 DF No.1&Btr G, 13-12,14-7:2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-12 oc bracing. REACTIONS (size) 7=0-5-8, 12=0-5-8 Max Horiz 12=523 (LC 11) Max Uplift 7=-295 (LC 11), 12=-79 (LC 10) Max Grav 7=1383 (LC 19), 12=1600 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2341/1054, 2-3=-2340/1059, 3-4=-2495/900, 4-5=-1713/1032, 5-6=-1715/1039, 1-12=-1564/718, 1-13=0/0, 6-7=-1349/844, 6-14=0/0 BOT CHORD 11-12=-1442/1721, 10-11=-1576/2820, 9-10=-1576/2820, 8-9=-1164/2491, 7-8=-272/422 WEBS 1-11=-1043/2306, 6-8=-1053/1920, 2-11=-732/225, 3-11=-801/953, 3-10=0/145, 3-9=-689/485, 4-9=-226/436, 4-8=-1072/784, 5-8=-471/348 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 13-9-3, Corner (3) 13-9-3 to 18-9-3 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 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 12 and 295 lb uplift at joint 7. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-18=-90, 7-12=-20 Concentrated Loads (lb) Vert: 15=-210 Trapezoidal Loads (lb/ft) Vert: 1=-163-to-15=-151, 15=-151-to-2=-146, 2=-146-to-16=-141, 16=-141-to-3=-130, 3=-130- to-17=-125, 18=-125 (F=-35)-to-19=-127 (F=-37), 19=-127 (F=-37)-to-5=-134 (F=-44), 5=-134 (F=-44)- to-6=-152 (F=-62) Job Truss Truss Type Qty Ply R78677478 T4 Monopitch 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:16 Page: 1 ID:cJnrgmTLQWVJVnfMmgiNEZypcRW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =M18AHS 6x8 =4x10 =1x4 =3x8 =1x4 =3x4 =3x4 =4x10 =1x4 =M18AHS 6x8 =3x6 12 11 10 9 8 7 1 2 15 16 3 17 4 18 19 5 6 13 14 0-5-10 0-5-10 0-5-10 19-0-0 3-5-11 3-11-5 3-5-9 18-6-6 3-8-8 11-4-4 3-8-8 15-0-12 3-8-8 7-7-12 3-8-8 11-4-4 3-8-8 15-0-12 3-8-8 7-7-12 3-11-3 19-0-0 3-11-5 3-11-5 7- 9 - 0 2- 5 - 8 2- 5 - 8 0- 4 - 8 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:48 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [6:0-3-12,0-3-0], [8:0-2-4,0-2-0], [11:0-4-0,0-1-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.08 9-10 >999 360 M18AHS 169/162 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.24 9-10 >937 240 MT20 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.38 Horz(CT) 0.06 7 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 122 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 1-11,6-8:2x4 DF No.1&Btr G, 13-12,14-7:2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. REACTIONS (size) 7=0-5-8, 12=0-5-8 Max Horiz 12=523 (LC 11) Max Uplift 7=-152 (LC 11), 12=-20 (LC 10) Max Grav 7=1441 (LC 1), 12=1508 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2255/783, 2-3=-2258/791, 3-4=-2714/419, 4-5=-1823/808, 5-6=-1825/815, 1-12=-1473/606, 1-13=0/0, 6-7=-1408/689, 6-14=0/0 BOT CHORD 11-12=-1475/1680, 10-11=-1045/2863, 9-10=-1045/2863, 8-9=-672/2709, 7-8=-268/423 WEBS 1-11=-704/2308, 6-8=-784/2043, 2-11=-627/214, 3-11=-1018/648, 3-10=0/144, 3-9=-547/440, 4-9=-202/357, 4-8=-1188/468, 5-8=-461/364 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 13-9-3, Corner (3) 13-9-3 to 18-9-3 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 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 12 and 152 lb uplift at joint 7. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-18=-90, 7-12=-20 Concentrated Loads (lb) Vert: 15=-190, 17=-190 Trapezoidal Loads (lb/ft) Vert: 1=-152-to-2=-134, 2=-134-to-15=-128, 15=-128-to-16=-125, 18=-125-to-19=-127, 19=-127- to-5=-134, 5=-134-to-6=-152 Job Truss Truss Type Qty Ply R78677479 T5 Monopitch 4 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:16 Page: 1 ID:H_3VzR7f6w3rDzq3PxDuNeypcUY-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =M18AHS 6x8 =4x10 =1x4 =3x8 =1x4 =3x4 =3x4 =4x8 =1x4 =M18AHS 6x8 =3x6 12 11 10 9 8 7 1 2 15 16 3 4 17 18 5 6 13 14 0-5-10 0-5-10 0-5-10 19-0-0 3-5-11 3-11-5 3-5-9 18-6-6 3-8-8 11-4-4 3-8-8 15-0-12 3-8-8 7-7-12 3-8-8 11-4-4 3-8-8 15-0-12 3-8-8 7-7-12 3-11-3 19-0-0 3-11-5 3-11-5 7- 9 - 0 2- 5 - 8 2- 5 - 8 0- 4 - 8 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:48 Plate Offsets (X, Y):[1:0-3-8,0-3-0], [6:0-3-12,0-3-0], [8:0-1-12,0-1-8], [11:0-3-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.08 9-10 >999 360 M18AHS 169/162 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.19 9-10 >999 240 MT20 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.04 7 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 122 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 13-12,14-7:2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. REACTIONS (size) 7=0-5-8, 12=0-5-8 Max Horiz 12=523 (LC 11) Max Uplift 7=-308 (LC 11), 12=-244 (LC 10) Max Grav 7=1285 (LC 1), 12=1285 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1862/1175, 2-3=-1861/1182, 3-4=-2218/913, 4-5=-1590/1038, 5-6=-1592/1045, 1-12=-1250/829, 1-13=0/0, 6-7=-1251/845, 6-14=0/0 BOT CHORD 11-12=-1469/1688, 10-11=-1578/2333, 9-10=-1578/2333, 8-9=-1170/2214, 7-8=-272/421 WEBS 1-11=-1160/1839, 6-8=-1055/1760, 2-11=-477/359, 3-11=-858/817, 3-10=0/144, 3-9=-506/480, 4-9=-222/339, 4-8=-877/789, 5-8=-473/346 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 13-9-3, Corner (3) 13-9-3 to 18-9-3 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 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint 12 and 308 lb uplift at joint 7. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-17=-90, 7-12=-20 Trapezoidal Loads (lb/ft) Vert: 1=-152-to-2=-134, 2=-134-to-15=-127, 15=-127-to-16=-125, 17=-125 (F=-35)-to-18=-127 (F=-37), 18=-127 (F=-37)-to-5=-134 (F=-44), 5=-134 (F=-44)-to-6=-152 (F=-62) Job Truss Truss Type Qty Ply R78677480 T6 Monopitch 2 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:17 Page: 1 ID:VnQVH7BAbMPwW9h__9S2nJypceo-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =4x8 =4x8 =1x4 =3x8 =2x4 =3x4 =3x4 =4x8 =1x4 =4x6 =3x6 LUS24 LUS24 12 11 20 10 21 98 7 1 2 15 16 3 4 17 18 519 6 13 14 0-5-10 0-5-10 0-5-10 19-0-0 3-5-11 3-11-5 3-5-9 18-6-6 3-8-8 15-0-12 3-8-8 7-7-12 3-8-8 11-4-4 3-8-8 15-0-12 3-8-8 7-7-12 3-8-8 11-4-4 3-11-3 19-0-0 3-11-5 3-11-5 7- 9 - 0 2- 5 - 8 2- 5 - 8 0- 4 - 8 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:50.4 Plate Offsets (X, Y):[8:0-2-0,0-2-0], [11:0-2-12,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.07 9-10 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.15 9-10 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.03 7 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 270 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Std G *Except* 13-12,14-7:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 7=0-5-8, 12=0-5-8 Max Horiz 12=520 (LC 11) Max Uplift 7=-316 (LC 11), 12=-397 (LC 10) Max Grav 7=1803 (LC 19), 12=1799 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2819/1467, 2-3=-2818/1474, 3-4=-3718/1247, 4-5=-2400/1086, 5-6=-2405/1094, 1-12=-1751/982, 1-13=0/0, 6-7=-1746/852, 6-14=0/0 BOT CHORD 11-12=-1479/1707, 10-11=-2070/4065, 9-10=-2070/4065, 8-9=-1492/3714, 7-8=-272/438 WEBS 1-11=-1479/2868, 6-8=-1102/2690, 2-11=-471/369, 3-11=-1695/1054, 3-10=-192/646, 3-9=-650/674, 4-9=-381/640, 4-8=-1694/1116, 5-8=-611/215 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 13-9-3, Corner (3) 13-9-3 to 18-9-3 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 5) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 6) Provide adequate drainage to prevent water ponding. 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 1-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 397 lb uplift at joint 12 and 316 lb uplift at joint 7. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 3-3-8 oc max. starting at 6-9-4 from the left end to 10-0-12 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 16-17=-90, 7-12=-20 Concentrated Loads (lb) Vert: 19=-150, 20=-409 (B), 21=-472 (B) Trapezoidal Loads (lb/ft) Vert: 1=-152 (F=-62)-to-2=-134 (F=-44), 2=-134 (F=-44)-to-15=-127 (F=-37), 15=-127 (F=-37)- to-16=-125 (F=-35), 17=-125-to-18=-127, 18=-127- to-5=-134, 5=-134-to-19=-135, 19=-135-to-6=-152 Job Truss Truss Type Qty Ply R78677481 T7 Monopitch Girder 2 2233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:17 Page: 1 ID:ZzJ8aP5ao_vK74upNDvz0VypcBD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =2x4 =4x8 =1x4 =3x8 =3x4 =2x4 8 7 6 5 1 2 10 3 4 9 0-3-4 6-8-8 2-5-15 6-5-4 0-5-10 0-5-10 3-5-11 3-11-5 0-3-4 6-8-8 2-5-15 6-5-4 3-11-5 3-11-5 7- 9 - 0 7- 9 - 0 Scale = 1:47.4 Plate Offsets (X, Y):[8:0-2-8,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.00 7 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(CT) 0.00 6 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 98 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 9-8:2x6 DF No.2 G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 6= Mechanical, 8=0-5-8 Max Horiz 8=-335 (LC 12) Max Uplift 6=-291 (LC 11), 8=-268 (LC 10) Max Grav 6=614 (LC 19), 8=591 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-797/640, 2-3=-800/649, 3-4=-1/0, 1-8=-559/842, 1-9=0/0 BOT CHORD 7-8=-873/1247, 6-7=0/0, 5-6=0/0 WEBS 3-6=-732/646, 2-7=-473/509, 1-7=-982/670, 3-7=-881/1082 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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 5) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 6) Provide adequate drainage to prevent water ponding. 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 1-00-00 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 8 and 291 lb uplift at joint 6. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 4-10=-90, 5-8=-20 Trapezoidal Loads (lb/ft) Vert: 1=-152 (F=-62)-to-2=-134 (F=-44), 2=-134 (F=-44)-to-10=-125 (F=-35) Job Truss Truss Type Qty Ply R78677482 T8A MONO PITCH 1 2233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:18 Page: 1 ID:U4MqKhkKl8JdRnjyDBcoqVyXTGI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =3x4 =1x4 =3x10 =M18AHS 5x8 =3x6 6 5 4 1 8 2 9 103 7 0-5-10 8-10-7 3-5-9 8-4-13 4-11-4 4-11-4 3-11-3 8-10-7 4-11-4 4-11-4 7- 9 - 0 2- 7 - 1 5 7- 9 - 0 Scale = 1:46.2 Plate Offsets (X, Y):[3:0-3-8,0-2-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.02 5-6 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.05 5-6 >999 240 M18AHS 169/162 TCDL 10.0 Rep Stress Incr NO WB 0.43 Horz(CT) 0.00 4 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 58 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 7-4:2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-2-11 oc bracing. REACTIONS (size) 4=0-5-8, 6= Mechanical Max Horiz 6=336 (LC 11) Max Uplift 4=-175 (LC 11), 6=-154 (LC 10) Max Grav 4=818 (LC 19), 6=647 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-624/549, 1-2=-1065/724, 2-3=-1072/735, 3-4=-790/701, 3-7=0/0 BOT CHORD 5-6=-658/462, 4-5=-263/421 WEBS 2-5=-747/443, 3-5=-806/953, 1-5=-838/1226 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 6 and 175 lb uplift at joint 4. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-8=-90, 3-10=-90, 4-6=-20 Concentrated Loads (lb) Vert: 9=-150 Trapezoidal Loads (lb/ft) Vert: 8=-125-to-2=-134, 2=-134-to-9=-136, 9=-136- to-10=-152 Job Truss Truss Type Qty Ply R78677483 T8B Jack-Closed 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:18 Page: 1 ID:spIDbk_pjqHz2TolIfMY20ypcJ6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =6x6 =3x4 =2x4 Special 7 6 5 12 3 4 0-3-4 0-3-4 0-3-4 3-8-15 3-2-6 3-5-10 0-3-4 0-3-4 0-3-4 3-8-15 1-7-2 3-5-10 1-7-4 1-10-8 2- 7 - 1 Scale = 1:38.1 Plate Offsets (X, Y):[6:0-3-0,0-4-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 6 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.00 5 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 25 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5= Mechanical, 7= Mechanical Max Uplift 5=-184 (LC 14), 7=-184 (LC 14) Max Grav 5=465 (LC 19), 7=464 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0, 2-3=-194/87, 3-4=0/0 BOT CHORD 6-7=0/0, 5-6=0/0 WEBS 2-7=-402/298, 3-5=-403/298, 2-6=-149/329, 3-6=-149/330 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 184 lb uplift at joint 7 and 184 lb uplift at joint 5. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 594 lb down and 300 lb up at 1-10-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 6=-458 (B) Job Truss Truss Type Qty Ply R78677484 T8C Flat Girder 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:18 Page: 1 ID:Pt3zC8R8wBsAufpmhoV9mpypcFx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) =2x4 =3x4 =6x6 =3x4 =2x4 LUS26 7 6 5 12 3 4 0-3-4 0-3-4 0-3-4 3-8-15 3-2-6 3-5-10 0-3-4 0-3-4 0-3-4 3-8-15 1-7-2 3-5-10 1-7-4 1-10-8 2- 7 - 1 4 Scale = 1:38.4 Plate Offsets (X, Y):[6:0-3-0,0-4-4] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 6 >999 360 MT20 220/195 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.00 5 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 25 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF No.2 G WEBS 2x4 DF Std G BRACING TOP CHORD 2-0-0 oc purlins: 1-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size) 5= Mechanical, 7= Mechanical Max Uplift 5=-115 (LC 14), 7=-115 (LC 14) Max Grav 5=493 (LC 1), 7=492 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/0, 2-3=-198/43, 3-4=0/0 BOT CHORD 6-7=0/0, 5-6=0/0 WEBS 2-7=-429/239, 3-5=-430/239, 2-6=-75/343, 3-6=-75/344 NOTES 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber 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 115 lb uplift at joint 7 and 115 lb uplift at joint 5. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use Simpson Strong-Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 1-9-11 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-4=-90, 5-7=-20 Concentrated Loads (lb) Vert: 6=-585 (F) Job Truss Truss Type Qty Ply R78677485 T8D Flat Girder 1 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:18 Page: 1 ID:0B4pYprvbqTjpUg3U9aMTHypcE7-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 2,2023 400 Sunrise Ave., Suite 270 Roseville, CA 95661 916.755.3571 / MiTek-US.com Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria and DSB-22 available from Truss Plate Institute (www.tpinst.org) BCSI Building Component Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1/2/2023 BEFORE USE. and available from the Structural Building Component Association (www.sbcscomponents.com) 0.2512 =3x6 =M18AHS 5x12 =4x12 =1x4 =1x4 =3x8 =3x4 =3x4 =6x8 =1x4 =M18AHS 5x12 =3x6 12 11 10 9 8 7 1 2 15 3 4 16 517 6 13 14 0-5-10 0-5-10 0-5-10 19-0-0 3-5-11 3-11-5 3-5-9 18-6-6 3-8-8 11-4-4 3-8-8 7-7-12 3-8-8 15-0-12 3-8-8 11-4-4 3-8-8 7-7-12 3-8-8 15-0-12 3-11-3 19-0-0 3-11-5 3-11-5 7- 9 - 0 2- 5 - 8 2- 5 - 8 0- 4 - 8 2- 1 0 - 0 4- 1 1 - 0 7- 9 - 0 Scale = 1:48 Plate Offsets (X, Y):[1:0-6-7,0-2-8], [6:0-6-7,0-2-8], [8:0-1-12,0-2-4], [11:0-5-9,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.12 9-10 >999 360 M18AHS 169/162 Snow (Pf) 35.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.27 9-10 >823 240 MT20 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0.07 7 n/a n/a BCLL 0.0*Code IBC2021/TPI2014 Matrix-MP BCDL 10.0 Weight: 122 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G *Except* 1-11,6-8:2x4 DF No.1&Btr G, 13-12,14-7:2x6 DF SS G BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. REACTIONS (size) 7=0-5-8, 12=0-5-8 Max Horiz 12=523 (LC 11) Max Uplift 7=-320 (LC 11), 12=-256 (LC 10) Max Grav 7=1907 (LC 19), 12=1723 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2697/1466, 2-3=-2697/1473, 3-4=-3363/1271, 4-5=-2283/1148, 5-6=-2286/1155, 1-12=-1687/998, 1-13=0/0, 6-7=-1872/939, 6-14=0/0 BOT CHORD 11-12=-1473/1699, 10-11=-2035/3699, 9-10=-2035/3699, 8-9=-1571/3488, 7-8=-269/431 WEBS 2-11=-623/422, 5-8=-736/262, 1-11=-1463/2629, 3-10=0/142, 3-11=-1261/989, 4-9=-254/336, 3-9=-504/546, 4-8=-1446/1104, 6-8=-1226/2782 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=4.2psf; h=25ft; B=30ft; L=60ft; eave=7ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner (3) 0-2-13 to 5-2-13, Exterior (2) 5-2-13 to 13-9-3, Corner (3) 13-9-3 to 18-9-3 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 3) TCLL: ASCE 7-16; Pr=20.0 psf (roof LL: Lum DOL=1.25 Plate DOL=1.25); Pf=35.0 psf (Lum DOL=1.00 Plate DOL=1.00); Is=1.0; Rough Cat C; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.00 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 1-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 lb uplift at joint 12 and 320 lb uplift at joint 7. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 1-6=-163, 7-12=-20 Concentrated Loads (lb) Vert: 17=-150 Job Truss Truss Type Qty Ply R78677486 T9 Monopitch 4 1233994 Job Reference (optional) Stockton Truss, Stockton, CA - 95215, Run: 8.72 S Sep 21 2023 Print: 8.720 S Sep 21 2023 MiTek Industries, Inc. Mon Oct 02 17:19:19 Page: 1 ID:NVWrRawMPUpxcKZMl3BS6GypcCj-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f ARCHITECT OR BLDG DESIGNER TO VERIFY DESIGN LOAD AS SHOWN IN NOTES BELOW ACCOUNTS FOR DRIFTING SNOW. October 2,2023 LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r / l e t t e r w h e r e b e a r i n g s o c c u r . Mi n s i z e s h o w n i s f o r c r u s h i n g o n l y . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T o r I b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . 21 . T h e d e s i g n d o e s n o t t a k e i n t o a c c o u n t a n y d y n a m i c o r o t h e r l o a d s o t h e r t h a n t h o s e e x p r e s s l y s t a t e d . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y ( D r a w i n g s n o t t o s c a l e ) © 2 0 2 3 M i T e k ® A l l R i g h t s R e s e r v e d Mi T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 / 2 / 2 0 2 3 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 9 8 8 , E S R - 2 3 6 2 , E S R - 2 6 8 5 , E S R - 3 2 8 2 ES R - 4 7 2 2 , E S L - 1 3 8 8 JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3 - 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 87 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 .