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HomeMy WebLinkAboutI51103029.2303_Ambleside_Townhomes16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, 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 ProBuild (CarterLee Bldg Components). April 1,2022 Garcia, Juan Pages or sheets covered by this seal: I51103029 thru I51103043 My license renewal date for the state of Indiana is July 31, 2022. 2303_Ambleside_Townhomes 2303 Ambleside Townhomes 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss GE01 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103029 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:41 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-mLLMfOTtxp8Z449q1?AELlLxmEHz0PTmtazwJlzVQmW Scale = 1:75.9 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 69 68 67 66 65 64 63 62 61 60 59 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss GE02 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103030 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:44 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-Aw0VIQVlEkW8xYtPi7jyzOzS?RJgDmCDZYCaw4zVQmT Scale = 1:75.9 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 1314 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 69 68 67 66 65 64 63 62 61 60 59 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss GE03 Truss Type Monopitch Supported Gable Qty 1 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103031 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:45 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-e6atVlWN?2e?ZhSbGrEBVbVdLrgOyEjMoCx8SXzVQmS Scale = 1:14.3 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 7 6 5 8 9 3x8 2x4 2x4 2x4 2x4 0-3-4 0-3-4 4-0-0 3-8-12 -0-11-0 0-11-0 4-0-0 4-0-0 0-9-8 2-3-8 4.50 12 Plate Offsets (X,Y)-- [5:0-2-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss GE04 Truss Type Monopitch Supported Gable Qty 1 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103032 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:46 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-6I8Fi5W0mMmsAr1npYlQ2p2o5F?dhhzV1shh_zzVQmR Scale = 1:14.3 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 7 6 5 8 9 3x8 2x4 2x4 2x4 2x4 0-3-4 0-3-4 4-0-0 3-8-12 -0-11-0 0-11-0 4-0-0 4-0-0 0-9-8 2-3-8 4.50 12 Plate Offsets (X,Y)-- [5:0-2-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss M01 Truss Type Monopitch Qty 2 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103033 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:47 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-aVidwRXeXfujo?c_NGHfa0bzSeKfQ8cfFVQEWPzVQmQ Scale = 1:14.3 1 2 3 5 4 6 7 8 9 2x4 3x8 2x4 0-3-4 0-3-4 4-0-0 3-8-12 -0-11-0 0-11-0 4-0-0 4-0-0 0-9-8 2-3-8 0-3-8 4.50 12 Plate Offsets (X,Y)-- [4:0-2-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss PB01 Truss Type Piggyback Qty 9 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103034 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:48 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-2hG?7nYGHz1aQ9BAxzou7E7AM2gC9bBoU9Ao3rzVQmP Scale = 1:10.2 2 3 4 1 5 3x4 3x4 3x4 4-10-3 4-10-3 2-5-2 2-5-2 4-10-3 2-5-2 -0-0-4 1-5-15 1-6-3 0-1-0 0-1-8 7.50 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss PBE01 Truss Type Piggyback Qty 1 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103035 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:49 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-XtpOL7Zu2H9R1JmMVgJ7fRgK6S0Ru2RyjpvLbIzVQmO Scale = 1:10.2 Sheet Back Full Sheathing 1 Ply 7/16OSB8 2 3 4 1 5 3x4 3x4 3x4 4-10-3 4-10-3 1-2-10 1-2-10 4-10-3 3-7-10 -0-0-4 1-5-15 1-6-3 0-1-0 0-1-8 7.50 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss PBE02 Truss Type Piggyback Qty 1 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103036 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:49 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-XtpOL7Zu2H9R1JmMVgJ7fRgK6S0Ru2RyjpvLbIzVQmO Scale = 1:10.2 Sheet Front Full Sheathing 1 Ply 7/16OSB8 2 3 4 1 5 3x4 3x4 3x4 4-10-3 4-10-3 2-5-2 2-5-2 4-10-3 2-5-2 -0-0-4 1-5-15 1-6-3 0-1-0 0-1-8 7.50 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss T01 Truss Type Piggyback Base Qty 8 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103037 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:51 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-TGx8mpa8auP8Hcwlc5LblslSOGXCMpIFA7OSfAzVQmM Scale = 1:80.9 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 22 23 24 25 26 3x6 5x10 MT18HS 3x6 3x8 MT18HS 3x4 2x4 3x4 8x8 3x8 3x4 2x4 3x4 5x10 MT18HS 3x4 5x10 MT18HS 3x6 3x6 3x8 MT18HS 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss T03 Truss Type Piggyback Base Qty 1 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103038 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:52 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-xSVWz9bmLCX?umVxApsqH4IdMfsT5BuOPn8?CdzVQmL Scale = 1:80.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 15 26 27 28 29 30 31 3x6 6x16 6x8 3x6 2x4 3x6 2x4 2x4 3x8 MT18HS 3x4 4x8 5x12 6x6 8x10 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss V01 Truss Type Valley Qty 2 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103039 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:53 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-Pf3uAUcP6VfsWw38kWN3qHqvU3NEqr0XeRtZk3zVQmK Sheet Front Scale = 1:33.8 Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 8 7 6 9 11 10 13 12 3x4 4x6 3x4 4x6 3x4 3x4 3x4 2x4 2x4 4x6 3x4 3-1-0 2-3-0 1-4-0 1-4-0 2-8-0 1-4-0 -0-6-0 0-6-0 1-4-0 1-4-0 2-8-0 1-4-0 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss V02 Truss Type Valley Qty 2 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103040 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:54 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-trdHOqd1tpnj84eKHEvIMVN68Tg4ZJ6hs5d6GVzVQmJ Scale = 1:27.3 1 2 3 4 5 8 7 6 3x4 3x4 3x4 3x4 2x4 3x4 2-8-0 2-8-0 -0-6-0 0-6-0 1-4-0 1-4-0 2-8-0 1-4-0 3-2-0 0-6-0 3-5-8 4-9-8 3-5-8 12.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [4:0-2-0,0-1-4], [6:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss V03 Truss Type Valley Qty 2 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103041 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:54 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-trdHOqd1tpnj84eKHEvIMVN9NTjPZJOhs5d6GVzVQmJ Scale = 1:20.9 1 2 3 4 5 8 7 6 3x4 3x4 3x4 3x4 2x4 3x4 2-8-0 2-8-0 -0-6-0 0-6-0 1-4-0 1-4-0 2-8-0 1-4-0 3-2-0 0-6-0 2-2-8 3-6-8 2-2-8 12.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [4:0-2-0,0-1-4], [6:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss V04 Truss Type Valley Qty 2 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103042 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:55 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-L1BfbAdfe7valEDWrxQXviwL7t3QImwq5lMfoxzVQmI Scale = 1:14.4 1 2 3 4 5 7 6 3x4 3x4 3x4 3x4 3x4 2-8-0 2-8-0 -0-6-0 0-6-0 1-4-0 1-4-0 2-8-0 1-4-0 3-2-0 0-6-0 0-11-8 2-3-8 0-11-8 12.00 12 Plate Offsets (X,Y)-- [3:0-0-0,0-0-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 16023 Swingley Ridge Rd Chesterfield, MO 63017 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, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2303_AMBLESIDE_TOWNH~S Truss V05 Truss Type Valley Qty 2 Ply 1 2303 Ambleside Townhomes Job Reference (optional) I51103043 ProBuild (Carter-Lee), Mooresville, IN - 46158, 8.430 s Aug 16 2021 MiTek Industries, Inc. Thu Mar 31 11:35:56 2022 Page 1 ID:814X?kdVp7dNPvztbkFK_?zVgrI-pEl1pWeHPQ1RNOoiPfxmSwSXUHQ01D9_KP6DLOzVQmH Scale: 1.5"=1' 1 2 3 3x4 3x4 3x4 2-0-15 2-0-15 1-0-8 1-0-8 2-0-15 1-0-8 0-0-4 1-0-8 0-0-4 12.00 12 Plate Offsets (X,Y)-- [1:0-3-3,Edge], [2:0-0-0,0-0-1], [3:0-0-15,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES PRODUCT CODE APPROVALS LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. Failure to Follow Could Cause Property Damage or Personal Injury (Drawings not to scale) © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 WEBS Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. dimensions shown in ft-in-sixteenths IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.03 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-15 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-15, 3=2-0-15 Max Horz 1=14(LC 11) Max Grav 1=63(LC 1), 3=63(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. April 1,2022 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.07 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 4 5 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=2-8-0, 6=2-8-0 Max Horz 7=55(LC 11) Max Uplift 7=-3(LC 12), 6=-3(LC 13) Max Grav 7=134(LC 1), 6=134(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. April 1,2022 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.13 0.12 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4 4 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=2-8-0, 6=2-8-0, 7=2-8-0 Max Horz 8=-87(LC 10) Max Uplift 8=-42(LC 8), 6=-41(LC 9) Max Grav 8=110(LC 20), 6=110(LC 19), 7=91(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. April 1,2022 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.34 0.27 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4 4 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size) 8=2-8-0, 6=2-8-0, 7=2-8-0 Max Horz 8=-119(LC 10) Max Uplift 8=-91(LC 8), 6=-91(LC 9) Max Grav 8=151(LC 20), 6=151(LC 19), 7=92(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. April 1,2022 3-2-0 0-6-0 4-8-8 6-0-8 4-8-8 12.00 12 Plate Offsets (X,Y)-- [2:0-2-8,Edge], [4:0-2-8,Edge], [6:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.46 0.11 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 4 4 7 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 52 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 13 REACTIONS. (size) 8=2-8-0, 6=2-8-0, 7=2-8-0 Max Horz 8=-152(LC 10) Max Uplift 8=-140(LC 8), 6=-141(LC 9) Max Grav 8=217(LC 20), 6=217(LC 19), 7=64(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-293/220, 6-10=-294/223 BOT CHORD 7-8=-460/466 WEBS 7-9=-388/366, 7-10=-390/368 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=140, 6=141. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. April 1,2022 3x8 3x4 2x4 3x4 5x10 MT18HS 3x4 5x10 MT18HS 3x6 3x6 8-8-9 8-8-9 14-0-8 5-3-15 15-9-0 1-8-8 17-6-6 1-9-6 22-4-10 4-10-3 31-2-7 8-9-13 39-11-0 8-8-9 -0-11-0 0-11-0 2-5-9 2-5-9 8-8-9 6-3-0 14-0-8 5-3-15 15-9-0 1-8-8 17-6-6 1-9-6 22-4-10 4-10-3 31-2-7 8-9-13 37-5-7 6-3-0 39-11-0 2-5-9 40-10-0 0-11-0 1-0-8 12-0-0 1-0-8 3-0-0 12-0-0 7.50 12 Plate Offsets (X,Y)-- [8:1-2-0,0-2-12], [9:0-4-9,0-2-0], [15:Edge,0-2-0], [19:0-2-0,0-1-8], [21:0-3-8,Edge], [24:0-2-8,0-2-0], [25:Edge,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.93 0.79 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.64 0.36 (loc) 21 16-18 15 l/defl >999 >745 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 218 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 8-9: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-23,7-20,8-21,8-18,11-18: 2x4 SPF No.2 8-19,9-18: 2x4 SPF 2100F 1.8E, 2-25,13-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-8-4 max.): 8-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-20, 6-21, 8-19, 8-18, 11-18 REACTIONS. (size) 15=0-3-8, 25=0-3-8 Max Horz 25=-228(LC 10) Max Grav 15=1648(LC 1), 25=1647(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2177/1, 4-6=-2707/23, 6-7=-2413/39, 7-8=-2274/85, 8-9=-1344/88, 9-11=-1731/51, 11-12=-2208/2 BOT CHORD 24-25=-24/1725, 21-22=0/2257, 18-19=0/1328, 16-18=0/1762, 15-16=0/1762 WEBS 6-22=-47/830, 4-24=-881/100, 22-24=-28/1993, 4-22=0/614, 6-21=-1071/89, 19-21=0/2661, 8-21=0/3212, 8-19=-2213/0, 9-18=0/468, 11-18=-550/164, 11-16=0/346, 3-25=-2128/0, 12-15=-2128/0 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 17-6-6, Exterior(2R) 17-6-6 to 21-9-5, Interior(1) 21-9-5 to 22-4-10, Exterior(2R) 22-4-10 to 26-7-8, Interior(1) 26-7-8 to 40-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 9 = 12% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 1,2022 8-8-9 8-8-9 17-6-6 8-9-13 22-4-10 4-10-3 31-2-7 8-9-13 39-11-0 8-8-9 -0-11-0 0-11-0 2-5-9 2-5-9 8-8-9 6-3-0 17-6-6 8-9-13 22-4-10 4-10-3 31-2-7 8-9-13 37-5-7 6-3-0 39-11-0 2-5-9 40-10-0 0-11-0 1-0-8 12-0-0 1-0-8 12-0-0 7.50 12 Plate Offsets (X,Y)-- [6:0-5-4,0-1-12], [7:0-5-13,0-1-8], [13:Edge,0-2-0], [20:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.95 0.79 0.62 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.56 0.11 (loc) 17-19 17-19 13 l/defl >999 >853 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 180 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 6-7: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-19,9-14,3-20,10-13: 2x3 SPF No.2, 2-20,11-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-8-2 max.): 6-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 6-16, 9-16 REACTIONS. (size) 13=0-3-8, 20=0-3-8 Max Horz 20=-228(LC 10) Max Grav 13=1649(LC 1), 20=1649(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2210/1, 4-6=-1733/50, 6-7=-1344/87, 7-9=-1733/50, 9-10=-2210/1 BOT CHORD 19-20=-27/1764, 17-19=-27/1764, 16-17=0/1343, 14-16=0/1764, 13-14=0/1764 WEBS 4-19=0/349, 4-17=-552/163, 6-17=-13/485, 7-16=0/486, 9-16=-551/164, 9-14=0/348, 3-20=-2129/0, 10-13=-2128/0 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 17-6-6, Exterior(2R) 17-6-6 to 21-9-5, Interior(1) 21-9-5 to 22-4-10, Exterior(2R) 22-4-10 to 26-7-8, Interior(1) 26-7-8 to 40-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 1,2022 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.04 0.10 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-10-3. (lb) - Max Horz 1=-23(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 2, 4 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 2, 4. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. April 1,2022 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.04 0.10 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-10-3. (lb) - Max Horz 1=-23(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 2, 4 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 2, 4. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. April 1,2022 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.04 0.10 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-10-3. (lb) - Max Horz 1=-23(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 2, 4 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 2, 4. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. April 1,2022 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.18 0.12 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.02 0.00 (loc) 4-5 4-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size) 5=0-3-8, 4=0-1-8 Max Horz 5=45(LC 8) Max Uplift 5=-45(LC 8), 4=-39(LC 8) Max Grav 5=223(LC 1), 4=141(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 3-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. April 1,2022 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.15 0.05 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 1 1 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-5: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=3-8-12, 5=3-8-12, 6=3-8-12 Max Horz 7=45(LC 8) Max Uplift 7=-12(LC 8), 6=-33(LC 12) Max Grav 7=164(LC 1), 5=21(LC 1), 6=179(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -0-11-0 to 2-1-0, Exterior(2N) 2-1-0 to 3-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6. 8) N/A 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. April 1,2022 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-S 0.15 0.05 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 1 1 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-5: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (size) 7=3-8-12, 5=3-8-12, 6=3-8-12 Max Horz 7=45(LC 8) Max Uplift 7=-12(LC 8), 6=-33(LC 12) Max Grav 7=164(LC 1), 5=21(LC 1), 6=179(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -0-11-0 to 2-1-0, Exterior(2N) 2-1-0 to 3-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6. 8) N/A 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. April 1,2022 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 3x4 3x4 5x6 3x6 3x6 3x4 3x4 3x6 5x6 3x6 39-11-0 39-11-0 -0-11-0 0-11-0 17-6-6 17-6-6 22-4-10 4-10-3 39-11-0 17-6-6 40-10-0 0-11-0 1-0-8 12-0-0 1-0-8 12-0-0 7.50 12 Plate Offsets (X,Y)-- [10:0-3-0,0-3-4], [17:0-3-0,0-0-3], [21:0-4-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.19 0.08 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.01 (loc) 36 36 37 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 862 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 21-51,20-52,19-53,18-54,16-55,15-56,22-50: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 17-21. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 21-51, 20-52, 19-53, 18-54, 16-55, 15-56, 14-57, 13-59, 22-50, 23-49, 24-47, 25-46 REACTIONS. All bearings 39-11-0. (lb) - Max Horz 69=-228(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 37, 52, 53, 56, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40 except 69=-174(LC 8), 68=-169(LC 9), 38=-105(LC 13) Max Grav All reactions 250 lb or less at joint(s) 69, 37, 51, 52, 53, 54, 55, 56, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 15-16=-168/272, 21-22=-168/272, 22-23=-156/253 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -0-11-0 to 2-1-0, Exterior(2N) 2-1-0 to 17-6-6, Corner(3R) 17-6-6 to 20-6-6, Exterior(2N) 20-6-6 to 22-4-10, Corner(3R) 22-4-10 to 25-4-10, Exterior(2N) 25-4-10 to 40-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 37, 52, 53, 56, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40 except (jt=lb) 69=174, 68=169, 38=105. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 1,2022 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 3x4 3x4 5x6 3x6 3x6 3x4 3x4 3x6 5x6 3x6 39-11-0 39-11-0 -0-11-0 0-11-0 17-6-6 17-6-6 22-4-10 4-10-3 39-11-0 17-6-6 40-10-0 0-11-0 1-0-8 12-0-0 1-0-8 12-0-0 7.50 12 Plate Offsets (X,Y)-- [10:0-3-0,0-3-4], [17:0-3-0,0-0-3], [21:0-4-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.19 0.08 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.01 (loc) 36 36 37 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 862 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 21-51,20-52,19-53,18-54,16-55,15-56,22-50: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 17-21. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 21-51, 20-52, 19-53, 18-54, 16-55, 15-56, 14-57, 13-59, 22-50, 23-49, 24-47, 25-46 REACTIONS. All bearings 39-11-0. (lb) - Max Horz 69=-228(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 37, 52, 53, 56, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40 except 69=-174(LC 8), 68=-169(LC 9), 38=-105(LC 13) Max Grav All reactions 250 lb or less at joint(s) 69, 37, 51, 52, 53, 54, 55, 56, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40, 39, 38 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 15-16=-168/272, 21-22=-168/272, 22-23=-156/253 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=6.0psf; h=25ft; Ke=0.97; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -0-11-0 to 2-1-0, Exterior(2N) 2-1-0 to 17-6-6, Corner(3R) 17-6-6 to 20-6-6, Exterior(2N) 20-6-6 to 22-4-10, Corner(3R) 22-4-10 to 25-4-10, Exterior(2N) 25-4-10 to 40-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 37, 52, 53, 56, 57, 59, 60, 61, 62, 63, 64, 65, 66, 67, 50, 49, 47, 46, 45, 44, 43, 42, 41, 40 except (jt=lb) 69=174, 68=169, 38=105. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 1,2022