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HomeMy WebLinkAboutTrusses05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 05/27/21 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss MM01 Truss Type Monopitch Qty 2 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374960 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:15 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-mgQGeLbROJG7gjEqMn02RhhnqppCLPG_Gv_g1czbj2Y Scale = 1:56.0 1 2 3 7 6 5 4 8 9 10 11 12 2x4 1.5x4 5x9 1.5x4 4x4 1.5x4 1.5x4 0-10-8 0-10-8 6-0-9 5-2-1 12-1-3 6-0-9 6-0-9 6-0-9 12-1-3 6-0-9 0-11-0 9-6-10 8.56 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss MM02 Truss Type Jack-Closed Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374961 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:15 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-mgQGeLbROJG7gjEqMn02RhhpHppLLPT_Gv_g1czbj2Y Scale = 1:51.8 1 2 3 6 5 4 7 8 3x4 2x4 4x4 5x9 1.5x4 4x4 5-2-0 5-2-0 11-2-11 6-0-10 5-2-0 5-2-0 11-2-11 6-0-10 1-6-8 9-6-10 8.56 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss MT Truss Type Monopitch Qty 3 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374962 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:16 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-Es_erhc39dO_Itp0wVXH_uE0hCF_4xU7VZjEZ3zbj2X Scale = 1:15.4 1 2 3 6 5 4 7 8 9 3x4 1.5x4 1.5x4 1.5x4 1.5x4 3x4 0-10-8 0-10-8 1-0-4 0-1-12 3-10-10 2-10-6 1-0-4 1-0-4 3-10-10 2-10-6 1-0-9 2-6-0 2-2-8 0-3-8 2-6-0 4.49 12 Plate Offsets (X,Y)-- [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss MT1 Truss Type Monopitch Qty 2 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374963 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:17 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-i2Y121dhwxWrv0OCUC2WW6mCGccMpOkGjDTn5Vzbj2W Scale = 1:14.3 1 2 3 6 5 4 7 8 2x4 1.5x4 1.5x4 1.5x4 1.5x4 3x4 0-10-8 0-10-8 1-0-4 0-1-12 3-3-5 2-3-1 1-0-4 1-0-4 3-3-5 2-3-1 1-0-9 2-3-4 1-11-12 0-3-8 2-3-4 4.49 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss MT2 Truss Type Monopitch Qty 2 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374964 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:17 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-i2Y121dhwxWrv0OCUC2WW6mE7ceSpO_GjDTn5Vzbj2W Scale = 1:12.1 1 2 7 6 5 4 3 1.5x4 1.5x4 1.5x4 3x4 3x4 0-10-8 0-10-8 1-0-4 0-1-12 1-11-15 0-11-11 2-1-7 0-1-8 1-0-4 1-0-4 2-1-7 1-1-3 1-0-9 1-10-1 4.49 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss PB01 Truss Type GABLE Qty 24 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374965 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:18 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-BF6PGNeJhEehXAzO1wZl3JJJu0u9YriQytCKdxzbj2V Scale = 1:16.4 1 2 3 4 8 6 9 5 7 4x4 1.5x4 2x4 1.5x4 1.5x4 8-3-8 8-3-8 6-4-15 6-4-15 8-3-8 1-10-9 0-4-0 2-4-4 0-1-10 1-6-5 0-1-10 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss PB04 Truss Type GABLE Qty 13 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374966 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:19 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-fRgnTiexSYmY9KXbbd4_cXrZ8QGbHIIZBXyuAOzbj2U Scale = 1:17.1 1 2 3 4 5 7 6 8 4x4 2x4 1.5x4 2x4 7-3-10 7-3-10 3-7-13 3-7-13 7-3-10 3-7-13 0-4-9 2-7-4 0-1-10 0-4-9 0-1-10 8.56 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss PT02 Truss Type Common Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374967 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:20 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-7dE9h2fZDsuPmU6n9LcD8kOhQqZo0jzjPBhRiqzbj2T Scale = 1:40.6 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 17 18 3x4 4x4 3x4 2x4 4x8 2x4 4x6 1.5x4 4x6 0-10-1.5x4 8 0-10-8 1-0-4 0-1-12 6-7-0 5-6-12 12-1-12 5-6-12 12-3-8 0-1-12 13-2-0 0-10-8 1-0-4 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss PTGE1 Truss Type Common Supported Gable Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374968 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:21 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-bpoXuOgB_90GOehzj27ShyxsFDxElARserR_EGzbj2S Scale = 1:39.5 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 17 18 19 20 2x4 2x4 4x4 2x4 2x4 12-3-8 12-3-8 13-2-0 0-10-8 6-7-0 6-7-0 13-2-0 6-7-0 0-11-5 6-5-9 0-11-5 10.07 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss PTGR3 Truss Type Common Girder Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374969 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:22 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-30Lw6khqkT870oGAGmehD9T2ddBjURA0tVAYnizbj2R Scale = 1:42.8 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 4x6 4x6 4x6 4x8 10x10 4x8 4x6 10x10 4x6 10x10 3-2-2 3-2-2 5-8-8 2-6-6 8-2-14 2-6-6 11-5-0 3-2-2 3-0-0 3-0-0 5-8-8 2-8-8 8-5-0 2-8-8 11-5-0 3-0-0 1-8-2 6-5-9 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss TPB Truss Type GABLE Qty 1 Ply 2 13720_Memory Care_KC Job Reference (optional) I36374970 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:23 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-XCvIJ4hSVnG_dxrMqT9wmN0Ee1grD6R969w5J9zbj2Q Scale = 1:16.4 2 3 4 6 5 1 7 4x4 1.5x4 2x4 1.5x4 1.5x4 8-3-8 8-3-8 6-4-15 6-4-15 8-3-8 1-10-9 2-4-4 1-7-15 1-6-5 0-1-10 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss U Truss Type Roof Special Qty 2 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374971 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:24 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-?OTgWQi4G4OrF5QYOAg9JaZPnR?XyZJIKpffrbzbj2P Scale = 1:15.3 1 2 3 6 5 4 7 8 9 2x4 1.5x4 1.5x4 1.5x4 1.5x4 3x4 0-10-12 0-10-12 3-11-14 3-1-2 1-0-9 1-0-9 3-11-14 2-11-5 1-0-9 2-5-14 2-2-6 0-3-8 2-5-14 4.34 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss V Truss Type Roof Special Qty 4 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374972 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:25 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-Tb12kmji1OWitF?lyuBOro5bSrKQh0GSZTPCN1zbj2O Scale = 1:13.3 1 2 3 5 4 2x4 3x4 1.5x4 2x4 0-9-12 0-9-12 1-3-8 0-5-12 0-6-1 0-6-1 1-0-3 0-6-1 1-3-8 0-3-5 0-5-12 0-11-10 1-7-0 11.56 12 15.00 12 Plate Offsets (X,Y)-- [1:0-4-0,0-0-13] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VA01 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374973 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:26 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-ynbQx6kKoieZUPaxVbidO?ehsEZzQQ1bo68lwUzbj2N Scale = 1:68.2 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 3x6 4x4 3x4 3x6 4x4 4x4 3x6 3x6 33-0-2 33-0-2 31-1-8 31-1-8 33-0-2 1-10-10 0-0-4 11-5-1 10-8-12 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VA02 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374974 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:27 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-Qz9o9SlyZ?mQ6Z973JEswDBrIev09tKl0muJSwzbj2M Scale = 1:59.9 1 2 3 4 5 6 7 8 9 17 16 15 14 18 13 12 11 10 19 20 21 22 23 24 25 26 3x6 4x4 3x4 3x6 4x6 4x4 29-1-7 29-1-7 27-2-13 27-2-13 29-1-7 1-10-10 0-0-4 9-11-15 9-3-10 4.40 12 Plate Offsets (X,Y)-- [14:0-1-12,0-0-0], [14:0-2-8,0-2-0], [18:0-0-0,0-1-3] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VA03 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374975 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:28 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-uAjBMnlbKJuHkjjJd0l5TQj0_2F0uKAuFQes_Mzbj2L Scale = 1:51.8 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 20 21 22 3x6 4x4 3x4 3x6 4x4 4x4 25-2-13 25-2-13 23-4-3 23-4-3 25-2-13 1-10-10 0-0-4 8-6-13 7-10-8 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VA04 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374976 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:30 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-qYqxnTnrsw9_z0tikRnZYrpQgs0PMFtBjk7z3Fzbj2J Scale = 1:43.3 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 20 21 22 3x6 4x4 3x4 3x6 4x4 4x4 21-4-2 21-4-2 19-5-8 19-5-8 21-4-2 1-10-10 0-0-4 7-1-11 6-5-6 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VA05 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374977 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:31 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-IlOJ_poTdEHrbASuI9Io53LbRFMg5j3KxOsWbhzbj2I Scale = 1:34.9 1 2 3 4 5 6 12 11 10 9 8 7 13 3x4 14 15 16 17 4x4 3x6 17-5-7 17-5-7 15-6-13 15-6-13 17-5-7 1-10-10 0-0-4 5-8-9 5-0-4 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VA06 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374978 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:32 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-mxyhC9o5OYPiDK15ssp1dGuhufcQqAOUA2c477zbj2H Scale = 1:26.5 1 2 3 4 7 6 5 8 9 10 11 12 3x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 13-6-13 13-6-13 11-8-3 11-8-3 13-6-13 1-10-10 0-0-4 4-3-7 3-7-2 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VA07 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374979 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:32 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-mxyhC9o5OYPiDK15ssp1dGufdfcjqAXUA2c477zbj2H Scale = 1:19.6 1 2 3 5 4 6 7 8 9 2x4 5x6 1.5x4 1.5x4 1.5x4 9-8-2 9-8-2 7-9-8 7-9-8 9-8-2 1-10-10 0-0-4 2-10-5 2-2-0 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VA08 Truss Type Valley Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374980 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:33 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-E7W4PVpj9rXZqUcHQZKGAURwc3_XZeFdPiLdfazbj2G Scale = 1:11.5 1 2 3 5 4 3x4 3x4 3x6 5-9-8 5-9-8 3-10-14 3-10-14 5-9-8 1-10-10 0-0-4 1-5-3 0-8-14 4.40 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) 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 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VB01 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374981 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:34 2019 Page 1 ID:ljtaeKKMrZLfsUn0YwUANSzpkNi-jK4SdrqLw9fQSeBTzHsVihzx?TD4I4VneM5AC0zbj2F Scale = 1:18.9 1 2 3 4 5 6 2x4 1.5x4 1.5x4 7-10-11 7-10-11 0-0-4 2-10-12 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IBC2012/TPI2007 CSI. 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VB02 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374982 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:34 2019 Page 1 ID:ljtaeKKMrZLfsUn0YwUANSzpkNi-jK4SdrqLw9fQSeBTzHsVihz5?TMcI3OneM5AC0zbj2F Scale = 1:20.4 1 2 3 5 4 6 7 8 9 2x4 1.5x4 1.5x4 1.5x4 1.5x4 8-7-8 8-7-8 0-1-8 3-2-0 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VB03 Truss Type Valley Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374983 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:35 2019 Page 1 ID:ljtaeKKMrZLfsUn0YwUANSzpkNi-BWeqqBr_hTnH4nmgX_NkFvWGfthY1Xlws0qkkSzbj2E Scale = 1:11.4 1 2 3 4 5 2x4 1.5x4 1.5x4 4-8-14 4-8-14 0-0-4 1-8-14 4.40 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IBC2012/TPI2007 CSI. TC 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VC01 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374984 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:36 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-fiCC2XrcRmv8hxLs5iuzo63RjG10m_135gaHGuzbj2D Scale = 1:26.7 1 2 3 5 4 6 2x4 4x4 2x4 1.5x4 10-1-3 10-1-3 5-0-10 5-0-10 10-1-3 5-0-10 0-0-4 4-2-14 0-0-4 10.07 12 LOADING (psf) TCLL (Ground Snow=20.0) TCDL BCLL BCDL 15.4 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VC02 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374985 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:37 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-7umaFssEC41?J5w2fPPCKKbdSgQmVRmDKKJroLzbj2C Scale = 1:19.3 1 2 3 5 4 6 2x4 4x4 1.5x4 2x4 6-8-7 6-8-7 3-4-3 3-4-3 6-8-7 3-4-3 0-0-4 2-9-12 0-0-4 10.07 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VD01 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374986 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:37 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-7umaFssEC41?J5w2fPPCKKbdcgSIVRZDKKJroLzbj2C Scale = 1:19.0 1 2 3 5 4 2x4 4x4 1.5x4 1.5x4 1.5x4 6-6-1 6-6-1 3-10-15 3-10-15 6-6-1 2-7-3 0-0-4 2-9-7 0-11-4 8.56 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VD02 Truss Type GABLE Qty 1 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374987 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:38 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-b5JzSCtszO9sxFUEC7wRtX8py4o_Eu5MY_3OLnzbj2B Scale = 1:15.3 1 2 3 4 2x4 4x4 1.5x4 2x4 0-0-6 0-0-6 5-5-12 5-5-6 2-10-9 2-10-9 5-5-12 2-7-3 0-0-4 2-0-11 0-2-7 8.56 12 LOADING (psf) TCLL (Roof Snow=20.0) 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VE01 Truss Type VALLEY Qty 3 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374988 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:39 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-3HtLgYuUkhHjYP3RmqRgPlg_hU8CzL7WneoxtDzbj2A Scale = 1:23.6 1 2 3 4 5 8 7 6 1.5x4 1.5x4 4x4 1.5x4 1.5x4 1.5x4 4-8-0 4-8-0 -0-5-8 0-5-8 2-4-0 2-4-0 4-8-0 2-4-0 5-1-8 0-5-8 2-2-4 4-1-9 2-2-4 10.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 2-Roof Truss VE02 Truss Type VALLEY Qty 3 Ply 1 13720_Memory Care_KC Job Reference (optional) I36374989 84 Components (Franklin), Franklin, IN - 46131, 8.220 s Nov 16 2018 MiTek Industries, Inc. Tue Mar 12 09:53:39 2019 Page 1 ID:JieENlOuO0IUyhVjPad?EDyj5aC-3HtLgYuUkhHjYP3RmqRgPlg_wU8fzLRWneoxtDzbj2A Scale = 1:16.3 1 2 3 4 5 6 4x4 4x6 2x4 4x6 4-8-0 4-8-0 -0-5-8 0-5-8 2-4-0 2-4-0 4-8-0 2-4-0 5-1-8 0-5-8 0-9-2 2-8-7 0-9-2 10.00 12 Plate Offsets (X,Y)-- [2:0-0-8,0-0-9], [2:0-0-15,0-3-15], [4:0-0-8,0-0-9], [4:0-0-15,0-3-15] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL 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. GABLEENDSDROPPED FOR OUTLOOKERS 2' O/CSPACING 2' O/CSPACING 2' O/CSPACING 2' O/CSPACING 2' O/CSPACING 2' O/CSPACING 2' O/CSPACING (2) 1 3/4" X14" MICROLLAM LVL BEAM (INCLUDED IN ROOF PACKAGE) BBO BBO Hatch Legend 9-01-02 (Bearing Wall) 10-02-10 (Bearing Wall) 9-01-02 (Ceiling Height) 10-02-10 (Ceiling Height) 16-11-02 (Mezzanine Height) LAY2 LAY1 L1 H6 H5 H4 H3 H2 H1 T1 T2 T3 F4 F3 F2 F1 R3 R2 K1 K2 N1 K4 D1 D2 D3 A2 B1 B2 B4 U1 M2 S1 X1 W1 N2 G1 N5 Y2 Y3 Y1 Y1 Y1 A3 V04B V04A 8x8 WOOD POST 8x8 WOOD POST 4' - 11 3/4" 43' - 6 7/8" 10' - 6 1/2" 49' - 4 1/8" 4' - 9 7/8" 15' - 2 5/8" 6' - 10 1/4" 5' - 2 7/8" 6' - 2 3/4" 5' - 5 5/8" 6' - 6 7/8" 13' - 7 1/8" 4' - 11 3/4" 1' - 4 1/4" 22' - 7 1/4" 15' - 6" 13' - 10 1/2" 7' - 9 3/4" 10' - 6 3/4" 7' - 9 3/4" 5' - 1 1/2" 2' - 7 3/4" 6' - 11 1/8" 22' - 9 1/8" 12' - 10 1/4" 11' - 10 1/8" 10' - 5 5/8" 1' - 1 1/4" 3' - 0 1/4" 17' - 3 3/8" 9' - 9 1/2" 22' - 4 3/8" 12' - 5" 2' - 7 5/8" 3' - 0 1/4" 4' - 1 1/2" 9 1/8" 14' - 3" 5 7/8" 10' - 0" 4' - 0" 11' - 0" 6 7/8" 10 1/4" COLUMN CENTERLINE ALIGN BRICK VENEER ABOVE 10" CMU WITH BRICK LEDGE INDICATED WITH GRAY FILL 2'-4" x 2'-4" CMU PIER W/ 4" BRICK LEDGE (TYP.) LINE OF BEARING WALL ABOVE FOOTING CMU FOUNDATION WALL 12x12 CMU 12x12 CMU FOOTING (TYP.) 1' - 4" 1' - 6" 1' - 6" 1' - 6" 1' - 4" 1' - 4" 1' - 4" 1' - 4" LINE OF BEARING WALL ABOVE 2'-4" x 2'-4" CMU PIER W/ 4" BRICK LEDGE (TYP.) 1' - 1 1/4" 1' - 4 1/4" 29' - 3 5/8" 2' - 5 1/8" 2' - 10 3/4" 5' - 0" SHOWER LOCATION - RECESS SLAB. COORDINATE SIZE AND DEPTH WITH ACRYLIC SHOWER PAN MANUFACTURER. ALIGN GENERAL FOUNDATION PLAN NOTES GENERAL CONTRACTOR AND / OR SUBCONTRACTORS ARE RESPONSIBLE FOR EXAMINING AND CONFIRMING ALL SUBSTRATE CONDITIONS WHERE NEW MATERIALS ARE APPLIED. SUBSTRATE SHALL BE SMOOTH, FREE OF DEFECTS AND SHALL CONFORM TO THE REQUIREMENTS OF THE FINISHED MATERIAL MANUFACTURER'S RECOMMENDATION. Vent Hood Range SD SD SD SD SD SD SD SD SD SD SD SD DW SD DW FREEZER SD STACK W/D SD SD SD SD SD SD SD REF. STACK W/D BEDROOM 2 -- BATHROOM 1 -- BEDROOM 3 -- BEDROOM 4 -- LIBRARY -- BEDROOM 5 -- BEDROOM 6 -- BEDROOM 7 (TYPICAL) -- BEDROOM 1 -- POWDER BATH 1 -- PANTRY -- KITCHEN -- POWDER BATH 2 -- Vent Hood 5 A500 2 A500 4 A500 1 A500 3 A500 5 A600 +10' - 0" +8' - 6" +10' - 0" +10' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" 8' - 5 1/2" 8' - 4 3/4" LOCATION OF LIGHT FIXTURE ROUGH-IN, FIXTURE TO BE A PENDANT/CHANDELIER 1' - 6 1/4" 1' - 3" 1' - 6" 1' - 6" 1' - 6" 1' - 6" 1' - 6" 1' - 3" 1' - 5 3/8" SALON BEDROOM 2 BATHROOM 1 BEDROOM 3 BEDROOM 4 LIBRARY BEDROOM 5 BEDROOM 6 BEDROOM 7 (TYPICAL) BEDROOM 1 POWDER BATH 1 PANTRY KITCHEN POWDER BATH 2 LAUNDRY BATHROOM 2 BEDROOM 9 SUN ROOM DINING ENTRY CLOSET SD 5 A500 2 A500 1 A500 + 116' - 11 1/8" ATTIC BEYOND ATTIC BEYOND ATTIC BEYOND ATTIC BEYOND 204 204 204 EQ EQ 15' - 8" 16' - 0" 16' - 0" 4' - 3" EQ EQ 10' - 10 3/8" 6" SMOKE DETECTOR WH F 4x1 FLUORESCENT LIGHTS SLOPED CEILING 5 A500 2 A500 4 A500 1 A500 3 A500 3' - 6" 5' - 8" 3' - 6" 5' - 8" 3' - 6" 3' - 1 3/4" 3' - 1 3/4" EQ EQ EQ EQ EQ EQ MEZZANINE STORAGE -- FURN. WH PREFFERED LOCATION OF FIRE PROTECTION VALVES, ETC TWO QUADS ON A DEDICATED CIRCUIT FOR AV NEEDS 205 205 205 12' - 3 3/4" 19' - 2 1/8" 55' - 3 1/8" 205 GENERAL FLOOR PLAN NOTES ASPHALT SHINGLES WP ROOF SHEATHING 15lb FELT ICE & WATER SHIELD EAVE FLASHING BY SHT. MTL. ROOFING CONT'R PRE-FAB WOOD TRUSSES @ 24" O.C. FASCIA BOARD CONT. SOFFIT VENT SMOOTH FCP SOFFIT AIRFLOW AIRFLOW W.P. . . AIR GAP 1" MIN. ROOF TRUSSES ROOF TRUSSES BLOCKING AS REQ'D EA SIDE ICE & WATER SHIELD. ON BOTH SIDES OF ALL RIDGES TYP. PLYWD. ROOF SHEATHING RIDGE VENT W/ WIND BAFFLE & RIDGE CAP SHINGLES PROVIDE MIN.0.12 SQ FT OF NET FREE VENT AREA PER LINEAR FOOT @ RIDGE. ROOF SHINGLES FELT UNDERLAYMENT NOTE: NET FREE VENT AREA FOR RIDGE VENT SHALL NOT BE ANY GREATER THAN 50% OF THE TOTAL NET FREE VENT AREA. GUTTER ID W (WIDTH) D (DEPTH) 3/4". B (DEPTH) A (WIDTH) GUTTER "A" GUTTER "B" W (WIDTH SIZE): D (DEPTH SIZE): 4" 5" DOWNSPOUT ID: D.S. "A" (X" NOMINAL) D.S. "B" (X" NOMINAL) A (WIDTH SIZE): 4" 5" B (DEPTH SIZE): 3" 4" GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 5 A500 4 A500 3 A500 BLACKED OUT GLASS AT ALL DORMER WINDOWS ASPHALT SHINGLE DASHED LINE DENOTES LOCATION OF FLASHING, TYP. REF. A300 ROOF DETAILS FIBERBOARD TRIM FIBER COMPOSITE PANEL PREFIN. SHEETMETAL GUTTERS & D.S GFRC OR OTHER APPROVED MATERIALS REF. FRONT PORCH COLUMN DETAILS SH 3060 101 SH 3060 SH 3060 101 101 101 FIBER COMPOSITE PANEL RIDGE VENT ASPHALT SHINGLE PREFIN. SHEETMETAL GUTTERS &D.S FIBERBOARD TRIM SIDING HOSE BIB 121' - 2" 123' - 9 3/8" 122' - 0" 117' - 4 7/8" 122' - 9" 117' - 2 3/4" 115' - 7 1/2" 113' - 2 1/2" F 6060 F 5060 F 2840 F 2840 F 2840 GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 5 A500 4 A500 3 A500 SH 3076 SH 3076 SH 3056 SH 3056 RIDGE VENT ASPHALT SHINGLE PREFIN. SHEETMETAL GUTTER & D.S GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 2 A500 1 A500 SH 3076 SH 4076 SH 4076 SH 4076 2.5:12 2.5:12 SH 3056 SH 3056 SH 3056 SH 3056 DASHED LINE DENOTES FLASHING, TYP. REF. DETAILS ON A300 ROOF PLAN 112' - 9 3/8" RIDGE VENT ASPHALT SHINGLE PREFIN. SHEETMETAL GUTTER & D.S FIBER CEMENT SIDING 101 APPROX. APPROX. 111' - 3" 101 FIBER CEMENT SIDING 9" DASHED LINE DENOTES FLASHING, TYP. REF. DETAILS ON A300 ROOF PLAN PREFIN. SHEETMETAL GUTTERS & D.S FIBER CEMENT SIDING 101 101 FIBER CEMENT SIDING PREFIN. SHEETMETAL GUTTERS & D.S 101 FP VENT BRICK SH 3076 104 121' - 2" 119' - 6 3/4" 122' - 8 3/8" 117' - 2 3/4" 115' - 7 1/2" TYP. 2' - 1 1/4" SH 3060 TYP. 2' - 1 1/4" TYP. 2' - 7 1/4" 123' - 9 3/8" 108 SH 3060 SH 3060 TYP. 2' - 1 1/4" GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 5 A500 4 A500 3 A500 7' - 6" GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 2 A500 1 A500 RIDGE VENT RIDGE VENT DORMER TRUSS BEARING 118' 0 5/8" GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 2 A500 1 A500 DORMER TRUSS BRG PT 118' 0 5/8" GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 5 A500 4 A500 113 2 A500 MIN 6' CLEARANCE STAIR TREAD TO CEILING MUST BE MAINTAINED 4' - 0" 16 TREADS @ 10 1/2" EA.=14'-0" STAIR TO BE FINISHED WITH WOOD GRADE FLOOR PAINT FINAL RAILING HEIGHT BETWEEN 34" AND 38" AFF. MAINTAIN 36" CLEAR LANDING 1' - 0" 7" 10 1/2" 10'-2 1/8" 8' - 2 1/2" 3'-8" 2'-2 3/8" 8'-9 7/8" 11'-8 3/8" 7'-10 1/2" 8" 2'-2 3/8" 7' 1/4" 6'-7 1/2" 1'-11" 1'-11" 11" 2'-4" 14'-10" 3'--6 1/2" 4'-0-1/2" R.O. 11/2" CAVITY 10 1/8" 6'-0 1/2" R.O. 10'-2 5/8" 2'-2" LEVEL 1 - FF 100'-0" TRUSS BRG. PT. 110-2 5/8" BOT. FTG. 96'-4" BOT. FTG. 96'-4" DORMER RIDGE SEE ROOF PLAN RIDGE #1 SEE ROOF PLAN ATTIC ASPHALT SHINGLES ON BLDG. FELT UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. TRUSS BRG. PT. 110-2 5/8" SINGLE HUNG VINYL WINDOW / "BLACKED OUT" SINGLE PANE GLAZING 4" COMPOSITE WINDOW TRIM (PAINT) ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" EXTR. GR. PLYWD. PREFIN. SHT. MTL. GUTTER 12" COMPOSITE TRIM COMPOSITE CROWN MOULD GPM-165 (PAINT) SMOOTH FINISH FIBRE CEMENT FASCIA & SOFFIT PANELS (PAINT) OVER 1/2" WOOD SHEATHING AT BEAM COVER BEAM, PER STRUCT. TAPERED SQUARE COLUMN, PER STRUCT. TRUSS BRG. PT. 109'-1 1/8" LEVEL 1-FF 100'-0" BOT. FTG. 96'-4" TRUSS BRG. PT. 110'-2 5/8" BOT. FTG. 96'-4" TYPICAL FASCIA COMPOSITE CROWN MOULD GPM-165 (PAINT) BEAM, PER STRUCT. WOOD POST W/ CONCRETE FOOTING PER STRUCT. FCP PANELS WRAP 2x4 WOOD FRAMING SMOOTH FINISH FIBER CEMENT SOFFIT PANELS SMOOTH FINISH FIBER CEMENT FASCIA (PAINT) OVER 1/2" WOOD SHEATHING AT BEAM COVER 2x4 WOOD FRAMING AT 16" O.C. ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. MIN. R-42 INSUL. 1/2" GYPSUM BOARD ON VAPOR BARRIER EXTEND VAPOR BARRIER DOWN TO EXTERIOR CEILING INTERIOR SEE SECTION 3/A8.2 FOR TYPICAL NOTES 10'-2 5/8" 7'-8" E SLOPE VARIES. SEE ROOF PLAN 8" A504 9 SIM. 7 A502 8 A502 9'-1 1/8". 1/2" GYPSUM BD. ON VAPOR BARRIER 2x4 WOOD FRAMING AT 16" O.C. R-13 KRAFT FACE BATT INSUL. UPPER STORAGE 1/2" GYPSUM BD. WOOD BASE 3/4" T&G PLYWD. 2x10 WOOD FLOOR JOIST AT 16" O.C. 1/2" GYPSUM BD. KITCHEN/ ATTIC 10'-2 5/8". ROUHG OPENING PER ENTRY DOOR/TRANSOM UNIT SELECTED TRUSS BRG. PT. 110'-2 5/8" STEEL ANGLE BRICK SHELF WOOD ENTRY DOOR TRANSOM W/ INSUL. GLASS SIX PANEL WOOD ENTRY DOOR W/ WOOD TRANSOM LITE & WOOD SIDE LITE PANELS W/ INSUL. GLASS ENTRY DOOR ELEVATION 4" CONC. PAD ON 4" COMPACTED GRANULAR BASE INTERIOR FOYER MAIN ENTRY PORCH 1/2" GYPSUM BD. ON VAPOR BARRIER 6" CMU COURSE 2 2 4 10 1/8". 7''- 2 1/2". 4 2 4 1'-1". 4" COMPOSITE FASCIA TRIM 10". TRUSS BRG PT. 115'-8 9/16" TRUSS BRG PT. SEE ROOF PLAN FOR TYPICAL FASCIA NOTES SEE SECTION 3 / A502 2 4 2 4 12 FIBER CEMENT PANEL SIDING LAPPED ON 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) 12 VARIES- SEE ROOF SLOPE ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" FINISH FLOOR EL. 100'-0" 2 4 4" COMPACTED GRANULAR BASE 4" CONCRETE PAD W/ REINF. MESH, PER STRUCT. 8" 12"BARRIER PEA GRAVEL FILL VAPOR SLOPE CONCRETE SLAB W/ REINF. MESH, STEEL REINF. WOOD BASE-GPM-503 (PAINT) CONTINUOUS SILL SEALER BENEATH 2x PLATE 3/8" DIA. A.B. SPACED PER STRUCT. 2x4 WOOD STUDS @ 16" O.C. 1/2" GYP. B.D. 8" CMU FOUNDATION WALL GROUT SOLID. R-10 RIDGE INSUL. AT FDN. PERIMETER VERTICAL 2'-0" HIGH EXTEND MTL. WALL FLASHING TO HARD SURFACE BELLOW FOR CONC. PADS, WALKS, HARDSCAPING, ETC. PREFIN. SHT. MTL WALL FLASHING CONTINUOUS SEALANT BETWEEN CMU FDN. & ZIP SHEATHING. FCP SIDING STARTER STRIP SEAL TOP EDGE FLASHING W/ ZIP SYSTEM TAPE, PER MFR. GUIDELINES 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) FCP SIDING LAPPED COLUMN BASE/ FIN.FLR. EL: 100'-0" 2 4 2 4 SLOPE 8" 8" CMU FOUNDATION WALL GROUT SOLID BRICK LEDGE 8" DEEP x5" WIDE 5" GROUT CAVITY SOLID FROM BRICK LEDGE TO FIN. FLR. LAWN 2x WD. STUD. FRAMING COLUMN BASE (4 SIDES) 2'-4" THRU-WALL FLASHING W/ WEEPS AT 16" O.C. CONCRETE PAD 4" COMPACTED GRANULAR BASE 1/2" EXP. JOINT W/ SEALANT ON COMPRESSIBLE FILTER 2 4 2 4 2 4 2'-4" 2 4 5' - 6" 3' - 0" 7' - 4" 2' - 3" 2' - 6" 2' - 3" 107 2' - 0" 2' - 2" 3' - 3" 2' - 6" 2' - 6" 1' - 7 3/4" LOCKABLE MINI-FRIDGE LIBRARY NOTE: FINAL CASEWORK DESIGN TO BE REVIEWED/REVISED BY STAFF WITH TRIM CARPENTER BEFORE INSTALLATION GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 9 1/4" 9 1/4" 8' - 0" 1' - 2" 5' - 5" 1' - 4" ALL RESIDENT CLOSET DOORS TO HAVE LOCKS BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:27 PM 21730002 Approver Author Designer A600 DETAILS AND INTERIOR ELEVATIONS 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 1 ARCHED OPENING 1/4" = 1'-0" 2 SOUND PANEL ABOVE CABINETS 1/4" = 1'-0" 3 Vent Hood Range SD SD SD SD SD SD SD SD SD SD SD SD DW SD DW FREEZER SD STACK W/D SD SD SD SD SD SD SD REF. STACK W/D A401 2 A401 1 2 A402 A402 1 5 A500 5 A500 2 A500 2 A500 4 A500 4 A500 1 A500 1 A500 3 A500 A600 1 A600 2 A600 3 5 Vent Hood +10' - 0" +8' - 6" +10' - 0" +10' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" OUTLINE OF TABLE BELOW, CENTERED WITH LIGHTING. LOCATION OF LIGHT FIXTURE ROUGH-IN, FIXTURE TO BE A PENDANT/CHANDELIER 11' - 3 1/2" SALON BEDROOM 2 BATHROOM 1 BEDROOM 3 BEDROOM 4 LIBRARY BEDROOM 5 BEDROOM 6 BEDROOM 7 (TYPICAL) BEDROOM 1 POWDER BATH 1 PANTRY KITCHEN POWDER BATH 2 LAUNDRY BATHROOM 2 BEDROOM 9 SUN ROOM DINING ENTRY CLOSET GALLERY HALL STAIRS READING ROOM BEDROOM 8 BEDROOM 10 +9' - 0" +9' - 0" +9' - 0" WESTFIELD BOULEVARD S89°02'42"E 405.77' S00°40'00"W 126.96' N89°02'23"W 405.05' N00°20'22"E 126.92' S89°02'42"E 405.77' LEGEND Know what'sbelow. Call before you dig. R DEVELOPMENT CONSULTANT TRANSPORTATION & BEECH GROVE, IN 46107 3417 SHERMAN DRIVE (317) 780-1555 A CROSSROADENGINEERS.COM 05/27/21 S89°02'42"E 405.77' S00°40'00"W 126.96' N89°02'23"W 405.05' N00°20'22"E 126.92' S89°02'42"E 405.77' Know what'sbelow. Call before you dig. R DEVELOPMENT CONSULTANT TRANSPORTATION & BEECH GROVE, IN 46107 3417 SHERMAN DRIVE (317) 780-1555 CROSSROADENGINEERS.COM LEGEND 05/27/21 EROSION CONTROL NOTES NOTES SECTION A-A TEMPORARY CONSTRUCTION ENTRANCE DETAIL DEVELOPMENT CONSULTANTS TRANSPORTATION & BEECH GROVE, IN 46107 3417 SHERMAN DRIVE (317) 780-1555 CROSSROADENGINEERS.COM A FLOODPLAIN INFORMATION A 05/27/21 September 30, 2020 Alex Jordan City of Carmel Engineering City Hall, One Civic Square Carmel, IN 46032 RE: 11180 Westfield Blvd – Plot Plan Drainage Summary Dear Mr. Jordan: I am submitting the enclosed plot plan for approval of the above referenced project located at 11180 Westfield Blvd. Included within this project is the construction of a ±5,330 square foot building for single family residential use, parking lot, and a dry detention basin to accommodate the stormwater runoff. The roof drainage from the proposed building will be routed to the detention facility via the proposed roof drain outlet pipes, with the majority of the site sheet flowing to basin. There are two proposed structures that will collect runoff and convey to the dry detention facility. The outlet pipe for the basin will outlet to an existing roadside ditch on the north side of the proposed drive. Drainage will then follow existing drainage patterns. The total impervious area for the site is ±10,890 square feet. Detention Calculation Summary As you can see from the included drainage calculations, the modified rational method was used to calculate the additional storage needed to meet the allowable release rates where the post 100-year release rates is less or equal to the pre 10-year release rate, and the post 10-year release rate is less than or equal to the pre-2 year release rate. It was determined based on the post 100/pre 10-year scenario that 0.03 acre-feet of storage is required to meet these release rates. This equates to 1,159 cubic feet of storage. Based on the detention basin shown on the plot plan, the required volume of 1,159 cubic feet is met at an elevation of 809.09. See Exhibit 1 for the rational method runoff coefficient calculations. See Exhibit 2 for the calculation showing that the required storage volume is met at an elevation of 809.09. A proposed 12” pipe will function as the outlet control for the dry detention pond. The elevation difference from the bottom of the pond to the required storage elevation is 0.92 feet (809.09 – 808.17). The outlet pipe was designed so that the full flow capacity matches the 100-year allowable release rate, also equaling the 10-year existing release rate. The pre-developed 10-year runoff rate shown in Exhibit 2 and Exhibit 3 is 3.08 cfs. A 12” HDPE pipe at a slope of 0.75% produces a capacity of 3.08 cfs, matching the 100-year allowable release rate. Please see Exhibit 3 for the outlet pipe capacity calculation. A 4.5-foot-wide weir is proposed as the emergency spillway on the east side of the detention basin to convey 6.2 cfs, which is 1.25 times the maximum inflow of 4.96 cfs shown on Exhibit 2. This will also alleviate flooding conditions if the detention outlet pipe 05/27/21 becomes plugged or overwhelmed. The spillway will drain south and follow existing drainage patterns. The verification of weir calculations are as follows: Q=CdLH1.5 Bottom of Weir Elevation = 809.09 Q100x1.25 = 6.2 cfs QSPILLWAY = 15.43 cfs Cd = 3.3 H = 1.08 feet L = 4.5 feet Pipe Sizing Summary There are two watersheds about the north side and south side of the proposed structure. The south watershed will be routed to the proposed Str. No. 1 located in the southeast corner of the site just south of the proposed drive. The north watershed will be routed to the proposed Str. No. 2 located at the northeast corner of the building. Both structures will then be routed to the proposed dry detention pond. The runoff flow rate calculations for this watershed area are as follows: STR. NO. 1 ATOT = 0.58 Ac. C w = 0.54 AGRASS = 0.46 Ac. C = 0.45 AIMP = 0.06 Ac. C = 0.85 ABLDG = 0.06 Ac. C = 0.90 T C = 5.00 min. (assumed)  I10 = 6.12 in/hr Q10 = (0.54)(6.12)(0.58) = 1.92 cfs STR. NO. 2 ATOT = 0.22 Ac. C w = 0.57 AGRASS = 0.16 Ac. C = 0.45 AIMP = 0.00 Ac. C = 0.85 ABLDG = 0.06 Ac. C = 0.90 T C = 5.00 min. (assumed)  I10 = 6.12 in/hr 05/27/21 Q10 = (0.57)(6.12)(0.22) = 0.77 cfs Both Str. No. 1 and Str. No. 2 have a 12” HDPE pipe leaving the structure at 0.50% that produces a pipe capacity of 2.52 cfs with a full flow velocity of 3.21 ft/sec (see Exhibit 4). Both Str. No. 1 and Str. No. 2 are sufficient to convey their respective 10-year storm events and meet minimum full flow velocity requirements. If you should have any questions or comments concerning this project, feel free to contact me at (317) 780-1555 ext 112. Sincerely, CrossRoad Engineers, PC Michael Kalberg, P.E. Project Engineer 05/27/21 EXHIBIT 1 – RUNOFF COEFFICIENT CALCULATIONS EXISTING CONDITIONS: ATOT = 1.18 Ac. C W = 0.50 AGRASS = 1.04 Ac. C = 0.45 AROOF = 0.06 Ac. C = 0.90 AIMP. = 0.08 Ac. C = 0.85 T C = 10.00 min. (assumed)  I2 = 3.95 in/hr Q2 = (0.50)(3.95)(1.18) = 2.33 cfs  I10 = 5.22 in/hr Q10 = (0.50)(5.22)(1.18) = 3.08 cfs PROPOSED CONDITIONS: ATOT = 1.18 Ac. C W = 0.54 AGRASS = 0.93 Ac. C = 0.45 AROOF = 0.12 Ac. C = 0.90 AIMP. = 0.13 Ac. C = 0.85 T C = 10.00 min. (assumed)  I10 = 5.22 in/hr Q2 = (0.54)(5.223.95)(1.18) = 3.33 cfs  I100 = 7.78 in/hr Q10 = (0.54)(7.78)(1.18) = 4.96 cfs 05/27/21 Incremental Volume Cumulative Volume Incremental Volume Cumulative Volume Avg. End Avg. End Conic Conic (sq. ft.) (ft.) (cu. ft.) (cu. ft.) (cu. ft.) (cu. ft.) 808.17 1,073.36 N/A N/A 0 N/A 0 809.09 1,468.90 0.92 1169.44 1169.44 1164.69 1164.69 809.17 1,505.55 0.08 118.98 1288.42 118.98 1283.67 820.17 1,994.30 11 19249.17 20537.59 19186.3 20469.97 11180 WESTFIELD BLVD STAGE-STORAGE PROPOSED DRY DETENTION BASIN Contour Elevation Contour Area Depth EXHIBIT 2 - ELEVATION AT REQUIRED STORAGE VOLUME 05/27/21 9/30/2020 Free Online Manning Pipe Flow Calculator www.hawsedc.com/engcalcs/Manning-Pipe-Flow.php 1/1 Manning Formula Uniform Pipe Flow at Given Slope and Depth Check out our spreadsheet version of this calculator Download Spreadsheet Open Google Sheets version View All Spreadsheets 11180 WESTFIELD BLVD OUTLET PIPE CAPACITY Inputs Pipe diameter, d 12 in Manning roughness, n .013 Pressure slope (possibly ? equal to pipe slope), S 0.75 % rise/run Percent of (or ratio to) full depth (100% or 1 if flowing full) 100 % Results Flow, Q 3.0852 cfs Velocity, v 3.9283 ft/sec Velocity head, h 0.2398 ft H2O Flow area 0.7854 ft^2 Wetted perimeter 3.1416 ft Hydraulic radius 0.2500 ft Top width, T 0.0000 ft Froude number, F 0.00 Shear stress (tractive force), tau 0.1171 psf 0 0 v EXHIBIT 3 - OUTLET PIPE CAPACITY CALCULATION 05/27/21 9/30/2020 Free Online Manning Pipe Flow Calculator www.hawsedc.com/engcalcs/Manning-Pipe-Flow.php 1/1 Manning Formula Uniform Pipe Flow at Given Slope and Depth Check out our spreadsheet version of this calculator Download Spreadsheet Open Google Sheets version View All Spreadsheets 11180 Westfield Blvd. Str. No. 1 and Str. No. 2 Capacity Inputs Pipe diameter, d 12 in Manning roughness, n .013 Pressure slope (possibly ? equal to pipe slope), S 0.50 % rise/run Percent of (or ratio to) full depth (100% or 1 if flowing full) 100 % Results Flow, Q 2.5190 cfs Velocity, v 3.2074 ft/sec Velocity head, h 0.1599 ft H2O Flow area 0.7854 ft^2 Wetted perimeter 3.1416 ft Hydraulic radius 0.2500 ft Top width, T 0.0000 ft Froude number, F 0.00 Shear stress (tractive force), tau 0.0780 psf 0 0 v EXHIBIT 4 - STR. NO. 1 AND STR. NO. 2 PIPE CAPACITY CALCULATION 05/27/21 +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +10' - 0" D D D D D D D +9' - 0" D D D D D D D PENDANT/ CHANDELIER HEAT LAMP H HEAT LAMP H 8' - 5 1/2" 8' - 4 3/4" 1' - 6 1/4" 1' - 3" 1' - 6" 1' - 6" 1' - 6" 1' - 6" 1' - 6" 1' - 3" 1' - 5 3/8" 6' - 0" 6' - 0" EQ. 5' - 0" EQ. 6' - 0" 6' - 0" 6' - 0" EQ. 6' - 0" 6' - 0" EQ. 6' - 6" 6' - 6" 1' - 6" EQ. 5' - 0" 5' - 0" EQ. 9' - 10 1/4" 7' - 6 7/8" CEILING MOUNTED SECURITY CAMERA DIRECTED TOWARDS LOCKABLE MINI-FRIDGE EQ EQ 3' - 3" 3' - 3" CONTRACTOR TO PROVIDE BLOCKING FOR LIGHT FIXTURE PER MANUFACTURER'S SUGGESTIONS. EXHAUST FAN EXHAUST FAN EXHAUST FAN EXHAUST FAN VANITY FIXTURE VANITY FIXTURE VANITY FIXTURE VANITY FIXTURE D D D D NOTE: ALL SYMBOLS ARE SHOWN FOR CLARITY & COORDINATION - SEE ELECTRICAL DESIGN-BUILD PLANS FOR EXACT LOCATIONS OF ELECTRICAL EQUIPMENT & FIXTURES. D 3 M T SWITCH SWITCH-3 WAY SWITCH DIMMER SWITCH-MOTION SENSOR CABLE TV PHONE / DATA FLOOR PHONE / DATA LOCKABLE THERMOSTAT SD WP GFI DUPLEX OUTLET (TYP. @ 1'-6" A.F.F) DUPLEX OUTLET-GFI DUPLEX OUTLET- WEATHERPROOF QUADPLEX OUTLET FLOOR DUPLEX OUTLET SMOKE DETECTOR '#' SHOWN NEXT TO A SYMBOL INDICATES THAT THE FIXTURE'S HEIGHT A.F.F. (ALL HEIGHTS ARE CENTERLINE OF FIXTURE) ELECTRICAL LEGEND/NOTES GENERAL ELECTRICAL PLAN NOTES MAGNETIC LOCKS ON DOORS SHALL BE TIED TO EMERGENCY GENERATOR POWER GENERATOR TO BE 22Kw GENERAC GUARDIAN ALL CAN LIGHTS SHALL BE ON DIMMER SWITCHES UNLESS NOTED OTHERWISE ALL FIXTURES PLACED ABOVE OR IN SHOWER OR TUB ENCLOSURES SHALL BE RATED FOR WET USE 1 2 3 4 5 FINAL CAMERA COUNT AND LOCATIONS TO BE COORDINATED WITH OWNER 6 DIMMER SWITCH COUNT AND LOCATIONS TO BE COORDINATE WITH OWNER BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:32 PM 21730002 Approver Author Designer E131 REFLECTED CEILING ELECTRICAL PLAN 10-BED MEMORY CARE HOME STORY COTTAGE 02 SEPTEMBER 2020 CLIENT PROJECT NO. - 21730002 MARK DATE DESCRIPTION 1/4" = 1'-0" 1 REFLECTED CEILING ELECTRICAL PLAN Flip Hand of Home 05/27/21 A600 A600 4 BEDROOM 2 -- BATHROOM 1 -- BEDROOM 3 -- BEDROOM 4 -- LIBRARY -- BEDROOM 5 -- BEDROOM 6 -- BEDROOM 7 (TYPICAL) -- BEDROOM 1 -- POWDER BATH 1 -- PANTRY -- KITCHEN -- POWDER BATH 2 -- LAUNDRY -- BATHROOM 2 -- BEDROOM 9 -- SUN ROOM -- DINING -- ENTRY -- CLOSET -- GALLERY -- HALL -- STAIRS 111 2-PLY 11 7/8" LVL 1 A502 1 A502 M D WP T D GFI GFI 10' - 0" 3 A502 3 A502 2 A503 6 A502 3 A503 1 A503 12' - 0" 6' - 0" 6' - 1 3/8" 11' - 9 3/4" READING ROOM -- 6 A600 UP BEDROOM 8 --- BEDROOM 10 -- GFI GFI D D D D D D D D D D D WP WP WP WP WP NOTE: ALL SYMBOLS ARE SHOWN FOR CLARITY & COORDINATION - SEE ELECTRICAL DESIGN-BUILD PLANS FOR EXACT LOCATIONS OF ELECTRICAL EQUIPMENT & FIXTURES. D 3 M T SWITCH SWITCH-3 WAY SWITCH DIMMER SWITCH-MOTION SENSOR CABLE TV PHONE / DATA FLOOR PHONE / DATA LOCKABLE THERMOSTAT SD WP GFI DUPLEX OUTLET (TYP. @ 1'-6" A.F.F) DUPLEX OUTLET-GFI DUPLEX OUTLET- WEATHERPROOF QUADPLEX OUTLET FLOOR DUPLEX OUTLET SMOKE DETECTOR '#' SHOWN NEXT TO A SYMBOL INDICATES THAT THE FIXTURE'S HEIGHT A.F.F. (ALL HEIGHTS ARE CENTERLINE OF FIXTURE) ELECTRICAL LEGEND/NOTES GENERAL ELECTRICAL PLAN NOTES MAGNETIC LOCKS ON DOORS SHALL BE TIED TO EMERGENCY GENERATOR POWER GENERATOR TO BE 22Kw GENERAC GUARDIAN ALL CAN LIGHTS SHALL BE ON DIMMER SWITCHES UNLESS NOTED OTHERWISE ALL FIXTURES PLACED ABOVE OR IN SHOWER OR TUB ENCLOSURES SHALL BE RATED FOR WET USE 1 2 3 4 5 DIMMER SWITCH COUNT AND LOCATION TO BE COORDINATED WITH OWNER BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:30 PM 21730002 Approver Author Designer E101 GROUND FLOOR ELECTRICAL PLAN 10-BED MEMORY CARE HOME STORY COTTAGE 02 SEPTEMBER 2020 CLIENT PROJECT NO. - 21730002 MARK DATE DESCRIPTION 1/4" = 1'-0" 1 GROUND FLOOR - ELECTRICAL PLAN Flip Hand of Home 05/27/21 LIBRARY CASEWORK 1/4" = 1'-0" 5 LATTICE PERGOLA 12" = 1'-0" 6 FLOORING TRANSITION 1/4" = 1'-0" 4 TYP. BEDROOM CLOSET MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 COLUMN BASE/ FIN.FLR. EL: 100'-0" 7 1/4" 3 7/8" 1'-11 1/4" 10" VENTED SQUARE GFRC COLUMN COVER W/ TAPERED SIDES COLUMN MEMBRANE FLASHING AT CAP STONE FOR COLUMN BASE PRECAST CONCRETE CAP W/ INTEGRAL DRIP EDGE FACE BRICK VENEER W/ MASONRY TIES 1/2" EXTR. WD. SHEATHING WARB (WEATHER RESISTANT BARRIER) TOP RIDGE EL: SEE EXTER.LEVELS. ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. GABLE END WALL FRAMING 1" ZIP SYSTEM INSULTED R-SHEATHING (R3.6) FCP SIDING LAPPED 2x6 COMPOSITE FASCIA TRIM (PAINT) 1x8 COMPOSITE FASCIA TRIM (PAINT) ON 2x WD. BLOCKING PREFIN. SHT. MTL. DRIP EDGE ASPHALT SHINGLES ON BLDG FELT UNDERLAYMENT ON 5/8" EXTERIOR GR. PLYWD. RIDGE, SEE ROOF PLAN TRUSS BEARING PT. EL: 110-2 5/8" 10 3/4" 10 3/4" 2 4 2 4 2 4 2 4 DORMER WINDOW- SINGLE HUNG VINYL WINDOW W/ "BLACKED OUT" SINGLE PANE GLAZING 1x4 COMPOSITE TRIM (PAINT) PREFIN. SHT. MTL. FLASHING ON 2x WD. CURB AT DORMER DORMER SILL R.O. EL: 113-8 5/8" WD. HEADER AT DORMER SILL, PER STRUCT. ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. PREFIN. SHT. MTL. GUTTER 1x12 COMPOSITE FASCIA (PAINT) ON 2x12 WD. BLOCKING CONTINUOUS SOFFIT VENT SMOOTH FINISH FIBER CEMENT SOFFIT PANELS (PAINT) COMPOSITE CROWN MOULD GPM-165 (PAINT) SMOOTH FINISH FIBER CEMENT FASCIA & SOFFIT PANELS (PAINT ) OVER 1/2" WOOD SHEATHING AT BEAM COVER COMPOSITE CROWN MOULD GPM-165 (PAINT) BEAM, PER STRUCT. 1'-4 3/8" 10" FINISH FLR. 2 4 2 4 2 4 2 4 4-1/2". 1'-0". 9-1/2". 8". EL: 100'-0" BRICK WORK BOT.R.O. SILL +102'-2" PREFIN. SHT. MTL. FLASHING SINGLE HUNG VINYL WINDOW UNIT 8" CMU FOUNDATION WALL GROUT SOLID R-10 RIGID INSULATION FDN. PERIMETER VERTICAL 2'-0" HIGH INTERIOR FINISHED GRADE CONTINUOUS SEALANT BETWEEN CMU FDN. & ZIP SHEATHING. 2X4 WD. STUDS W / 2X4 WD. CROSS BRACE FRAMING AT 16" O.C. 2XWOOD FRAME 1'-4" (FIELD VERIFY) PLAM SILL OR ALTERNATE FOR WINDOW SEAT WOOD WINDOW TRIM GPM-311 (PAINT) 1/2" GYP. BD. R-13 KRAFT FACE BATT INSUL. 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) 3/8" DIA. A.B. SPACED CONTINUOUS SILL SEALER BENEATH 2XPLATE WOOD BASE-GPM-503 (PAINT) STEEL REINF. DOWELS PER STRUCT. 4" CONC. SLAB W/ REINF. MESH. VAPOR BARRIER 12" PEA GRAVEL FILL BRICK WORK TRUSS BRG. PT. EL: 109'-1 1/8" ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. GABLE END WALL FRAMING MIN. R-42 INSUL. VAPOR BARRIER 1/2" GYP. BD. R-13 KRAFT FACE BATT INSUL. EAVE RETURN BEYOND FCP SIDING LAPPED 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) COMPOSITE FASCIA TRIM BEYOND 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) FCP SIDING LAPPED A502 5 FINISH FLOOR EL: 100'-0" VAPOR BARRIER 12" PEA GRAVEL FILL R-10 RIDGE INSUL. AT FDN. PERIMETER VERTICAL 2'-0" HIGH 8" CMU FOUNDATION WALL GROUT SOLID FINISH GRADE EXTEND MTL. WALL FLASHING TO HARD SURFACE BELLOW FOR CONC. PADS, WALKS, HARDSCAPING, ETC. MIN. GRADE CLEARANCE PREFIN. SHT. MTL WALL FLASHING CONTINUOUS SEALANT BETWEEN CMU FDN. & ZIP SHEATHING. FCP SIDING STARTER STRIP SEAL TOP EDGE FLASHING W/ ZIP SYSTEM TAPE, PER MFR. GUIDELINES 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) FCP SIDING LAPPED 4" CONCRETE SLAB W/ REINF. MESH PER STRUCT. WOOD BASE-GPM-503 (PAINT) CONTINUOUS SILL SEALER BENEATH 2x PLATE 3/8" DIA. A.B. SPACED PER STRUCT. 2x4 WOOD STUDS @ 16" O.C. 1/2" GYP. BD. R-13 KRAFT FACE BATT INSUL. . OFFSET OUTSIDE FACE OF STUD 1" FROM FACE OF FOUNDATION WALL 12 FCP SIDING LAPPED ON WRD ON 1/2" EXTER. WD. SHEATHING, SEE TYPICAL DETAILS ON A8.22. ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. 1X12 COMPOSITE FASCIA(PAINT) ON 2X12 WD. BLOCKING PREFIN SHT.MTL. GUTTER TRUSS BRG.PT. EL: 115'-8 9/16" 10". CONTINUOUS SOFFIT VENT VARIES, SEE ROOF PLAN 1/4" SMOOTH FINISH FIBER CEMENT SOFFIT PANELS (PAINT) R-13 KRAFT FACE BATT INSUL. 2 4 2 4 2 4 2 4 2 4 ATTIC AIR VENTILATION BAFFLE 1/2" GYP. BD BEAM, PER STRUCT. VAPOR BARRIER MIN. R-42 INSUL. ENGINEERED PRE-FAB 2XWOOD TRUSSES AT 24" O.C. ATTIC AIR VENTILATION BAFFLE WOOD WINDOW TRIM GPM-311(PAINT) LINTELS, PER STRUCT. FCP SIDING LAPPED 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) 2X4 COMPOSITE TRIM (PAINT) WINDOW HEAD FLASHING 2 4 2 4 2 4 2 4 TRUSS BRG.PT. 109'-1 1/8" 1/4" SMOOTH FINISH FIBER CEMENT FASCIA & SOFFIT PANELS (PAINT) 2XWD. BLOCKING ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. 11-1/2". 1'-7". EXTENDED 2xWD. TRUSS FRAMING @ 24" O.C. (BOX BAY W/ SOFFIT OVERHANG) LINE OF FACE STUD AT BOX BAY LINE OF WD. TRUSS BEARING ENGINEERED PRE-FAB 2XWOOD TRUSSES AT 24" O.C. ATTIC AIR VENTILATION BAFFLE MIN. R-42 INSUL. 1/2" GYP. BD. BEAMS,PER STRUCT. LINTELS, PER STRUCT. INTERIOR SINGLE HUNG VINYL WINDOW UNIT 2X4 COMPOSITE TRIM (PAINT) PREFIN. SHT. MTL. FLASHING COMPOSITE FASCIA (PAINT) ON 2X12 WD. BLOCKING 2X4 TOP CHORD EXTENSION @ 24" O.C. VAPOR BARRIER. 1/2" GYP. BD. R-13 KRAFT FACE BATT INSUL. 2X4WD. STUDS AT 16" O.C. WOOD WINDOW TRIM GPM-311 (PAINT) BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:26 PM 21730002 Approver Author Designer A504 WALL DETAILS 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/2" = 1'-0" 4 FRONT PORCH WALL AT GRADE 1/2" = 1'-0" 3 FRONT PORCH COLUMN BASE AT GRADE 1/2" = 1'-0" 2 FRONT PORCH COLUMN AT CONC. CAP 1/2" = 1'-0" 5 TOP RIDGE AT GABLE END 1/2" = 1'-0" 1 FRONT PORCH EAVE 1 1/2" = 1'-0" 7 WINDOW SILL AT BOX BAY WINDOW 1/2" = 1'-0" 6 SECTION AT GABLE CORNICE 1/2" = 1'-0" 9 SILL SECTION AT SIDING 1 1/2" = 1'-0" 8 WINDOW HEAD @ BAY WINDOW 1 1/2" = 1'-0" 10 WINDOW HEAD AT BOX BAY WINDOW SCALE 1 1/2" = 1'-0" SCALE 1 1/2" = 1'-0" SCALE 1 1/2" = 1'-0" SCALE 1 1/2" = 1'-0" SCALE 1 1/2" = 1'-0" SCALE 1 1/2" = 1'-0" SCALE 1 1/2" = 1'-0" MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 EXTER. GR. PLYWD. 12" COMPOSITE FASCIA TRIM (PAINT) ON 2X WD. BLOCKING PREFIN SHT.MTL. GUTTER EAVE WORK PT SEE ROOF PLAN BEARING ELEV 110'-4 15/16" 10'-2 5/8". 10". CONTINUOUS SOFFIT VENT SEE ROOF PLAN SMOOTH FINISH FIBER CEMENT SOFFIT PANEL SINGLE HUNG VINYL WINDOW W/ 1/2" INSUL. GLASS LEVEL 1 -FF 100'-0" BOT. FTG. 96' - 4" 3'-8". 6". SILL SEALER 2'-2". 7' - 6 1/2" RO WD. LINTEL, PER STRUCT 2 4 2 4 2 4 2 4 2 4 ATTIC AIR VENTILATION BAFFLE 1/2" GYPSUM BD. ON VAPOR BARRIER BEAM, PER STRUCT. MIN. R-42 INSUL. ATTIC INTERIOR 2 4 2 4 2 4 A504 8 A504 9 SIM. LEVEL 1 -FF SILL SEALER 2 1/8" 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 10". 8". 100'-0" TRUSS BRG.PT. 109'-1 1/8" 8'-2 1/2". 3'-8". 9'-1 1/8". 2'-2". 2X4 WD. STUDS W/2X4 WD. CROSS BRACE FRAMING AT 16" O..C. BOT.R.O. SILL +102'-2" SINGLE HUNG VINYL WINDOW W/1/2" INSUL. GLASS 8" CMU FOUNDATION WALL GROUT SOIL CONC. FOOTING 4" COMPOSITE TRIM SOFFIT VENT 12" COMPOSITE TRIM VENT HOLES THRU SHEATHING 2XWD. BLOCKING ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. 11-1/2". 1'-7". EXTENDED 2xWD. TRUSS FRAMING @ 24" O.C. (BOX BAY W/ SOFFIT OVERHANG) LINE OF FACE STUD AT BOX BAY 12 VARIES- SEE ROOF SLOPE LINE OF TRUSS BEARING AT MAIN WALL ENGINEERED PRE-FAB 2XWOOD TRUSSES AT 24" O.C. ATTIC AIR VENTILATION BAFFLE MIN. R-42 INSUL. 1/2" GYPSUM BD. ON VAPOR BARRIER 2XWD. TRUSS TOP CHORD FRAMING EXTENSION @ 24" O.C. ( BOX BAY) BEAMS,PER STRUCT. WOOD LINTEL, PER STRUCT. INTERIOR FINISHED GRADE A504 10 SIM. A504 7 SIM. BRICK WORK BRICK WORK BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:24 PM 21730002 Approver Author Designer A503 WALL SECTIONS 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1 1/2" = 1'-0" 1 ENTRY WALL SECTION 1 1/2" = 1'-0" 2 WINDOW SECTION BAY WDW / SIDE ELEV 1 1/2" = 1'-0" 3 WINDOW SECTION BOX BAY WDW / FRONT ELEV SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 TOILETS/ BEDROOMS/ ETC. 2x4 WD. FRAMING AT 16" O.C. SOUND BATT INSUL. 1/2" GYPSUM BD.-EACH SIDE WOOD BASE GPM-503 (PAINT) 4" CONC. SLAB ON GRADE PER STRUCT. ON VAPOR BARRIER ON 12" PEA GRAVEL FILL CONC. FOOTING, MIN. R-42 INSULATION 9'-11 1/8" 2 4 2 4 2 4 2 4 2 4 2 4 UPPER STORAGE LEVEL 109'-11 1/8" LEVEL 1-FF 100'-0" 2 4 2 4 2 4 2 4 2 4 2 4 TRUSS BRG PT. 109'-1 1/8" LEVEL 1-FF 100'-0" BOT. FTG. 96'-4" CONC. FOOTING, R-10 RIDGE INSUL. AT FDN. PERIMETER VERTICAL 2'-0" HIGH 4"CONC. SLAB ON GRADE ON VAPOR BARRIER ON 12" PEA GRAVEL FILL WOOD BASE GPM-503 (PAINT) SILL SEALER 1/2" GYPSUM BD. R-13 KRAFT FACE BATT INSUL. 2x4 WOOD FRAMING AT 16" O.C. WOOD TRIM CASING (PAINT) APRON, JAMBS & HEAD 1x WOOD TRIM (PAINT) AT PERIMETER SILL, JAMBS & HEAD, TYP. BUILT UP 2x WD. LINTEL, PER STRUCT. R-13 KRAFT FACE BATT INSUL. 1/2" GYPSUM BD. ON VAPOR BARRIER MIN. R-42 INSULATION ATTIC AIR VENTILATION BAFFLE ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24/" O.C. ATTIC 12 VARIES -SEE ROOF SLOPE ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. CONTINUOUS SOFFIT VENT 12" COMPOSITE FASCIA TRIM (PAINT) ON 2x WD. TRIM PREFIN. SHT. MTL. GUTTER SMOOTH FINISH FIBER CEMENT SOFFIT PANEL 4" COMPOSITE TRIM WINDOW HEAD FLASHING 4" COMPOSITE WINDOW TRIM (PAINT) PREFIN SHT. MTL. DOWNSPOUT BEYOND SINGLE HUNG VINYL WINDOW W/ 1/2" INSUL. GLASS WINDOW SILL FLASHING 4" COMPOSITE WINDOW TRIM (PAINT) FIBER CEMENT PANEL SIDING LAPPED ON 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) PREFIN SHT. MTL. FLASHING AT SILL FINISH GRADE SPLASH BLOCK 8" CMU FOUNDATION WALL GROUT SOLID 9'-1 1/8" 3'-8" 8'-2 1/2" 8" 10" 1'-1" A504 1 SIM. A504 9 SIM. 2'-2". 6'-0 1/2" R.O. COMPOSITE FASCIA TRIM SHT. MTL. FLASHING RETURN ROOF SHINGLES ON TO EAVE RETURN PREFIN. SHT. MTL. GUTTER COMPOSITE FASCIA TRIM 2'-0" 5 A502 TRUSS BRG. PT. EL: 109'-1 1/8" 10" COMPOSITE TRIM SHT. MTL. FLASHING ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. 1x125 COMPOSITE FASCIA TRIM (PAINT) ON 2x WD. BLOCKING SOFFIT VENT 2x8 COMPOSITE TRIM PROVIDE HOLES FOR VENTILATION AT SIDING MIN. R-42 INSULATION ATTIC 1'-1" 2 4 2 4 2 4 2 4 4 2 4 2 4 2 4 2 4 2 4 2 2 4 2 4 FCP PANELS WRAP 2x4 WD. FRAMING FCP PANELS WRAP 2x4 WD. FRAMING WOOD POST 2x4 WOOD STUD FRAMING 10 1/2" 10 1/2" 9'-1 1/8" R-10 RIDGE INSUL. AT FDN. PERIMETER VERTICAL 2'-0" HIGH FLOOR FINISH-SEE SCHEDULE 4" CONC. SLAB ON GRADE ON VAPOR BARRIER ON 12" PEA GRAVEL; FILL WOOD BASE GPM-503 (PAINT) 1/2" GYPSUM BD. SILL SEALER R-13 KRAFT FACE BATT INSUL. 2x4 WOOD FRAMING AT 16" O.C. 1/2" GYPSUM BD. ON VAPOR BARRIER MIN. R-12 INSULATION ATTIC ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. BRACING AT GABLE END WALL FRAMING RIDGE VENT, SEE ROOF PLAN ASPHALT SHINGLES ON BLDG. FELT UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. TOP RIDGE SEE ROOF PLAN 10" COMPOSITE FASCIA TRIM (PAINT) ON 2x WD. BLOCKING 4" COMPOSITE TRIM FIBER CEMENT PANEL SLIDING LAPPED ON 1" ZIP SYSTEM INSULATED R-SHEATHING (R3.6) EAVE RETURN BEYOND PREFINISHED. SHT. MTL. FLASHING DRIP EDGE FIBER CEMENT PANEL SIDING LAPPED ON 1" ZIP SYSTEM INSULATED R-SHEATHING (R-3.6) WALL FLASHING AT SILL FINISH GRADE 8" CMU FOUNDATION CONC. FOOTING, TRUSS BRG. PT. 109'-1 1/8" LEVEL 1-FF 100'-0" BOT. FTG. 96'-4" 3'-8" 9'-11 1/8" 2 4 2 4 2 4 2 4 2 4 A504 9 SIM. A504 5 SIM. 4 A502 BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:23 PM 21730002 Approver Author Designer A502 WALL SECTIONS 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 6 VERANDA WALL SECTION 1/4" = 1'-0" 2 BEARING WALL SECTION 1/4" = 1'-0" 3 TYP. WALL SECTION 1/4" = 1'-0" 4 ELEV AT GABLE CORNICE 1/4" = 1'-0" 5 DETAIL AT GABLE CORNICE 1/4" = 1'-0" 8 DETAIL AT VERANDA COL.BASE 1/4" = 1'-0" 7 DETAIL AT VERANDA COL. 1/4" = 1'-0" 1 TYP. GABLE ENDWALL SECTION SCALE 1 1/2" = 1'-0" SCALE 1" = 1' -0" SCALE 3/4" = 1'-0" SCALE 1" = 1'-0" SCALE 3/4 = 1'-0" SCALE 1 1/2" = 1'-0" SCALE 1 1/2" = 1'-0" SCALE 1 1/2" = 1'-0" MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 VENTED GGRFC TRAPPED COLUMN COVER W/ BASE & CAPITAL CAULK COLUMN BASE AT PERIMETER PRECAST CONCRETE CAP FACE BRICK VENEER W/ MAS. TIES AT 16" O.C. EA. WAY ON WEATHER RESISTANT BARRIER ON 1/2" WD. SHTHG. W/ 2X4 WD. STUD FARMING AT 16" O.C. LAWN 8" CMU COLUMN CONCRETE COLUMN FOOTING RIDGE VENT, SEE ROOF PLAN RIDGE VENT , SEE ROOF PLAN ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. DORMER FRAMING R.O. AT HEAD BUILT UP 2x WD. LINTEL, PER STRUCT. BUILT UP WD. HEADERS, PER STRUCT. LIGHT FIXTURE, SEE REFLECTED CLG. PLAN SMOOTH FINISH FIBER CEMENT SOFFIT PANEL (PAINT) 2x4 WOOD FRAMING AT 16" O.C. 4" CONC. PAD ON 4" COMPACTED GRANULAR BASE LEVEL 1 - FF 100'-0" 3'-8" BRICK SHELF 8" BELOW FINISH FLOOR COMPOSITE CROWN MOULD GPM-58( PAINT) STEEL ANGLE BRICK SHELF, PER STRUCT. SINGLE HUNG VINYL WINDOW W/ 1/2" INSUL. GLASS CONC. FOOTING, 10" CMU FOUNDATION WALL GROUT SOLID R-10 RIGID INSUL. AT FDN. PERIMETER VERTICAL 2'-0" HIGH MIN. R-42 INSUL. ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. 1/2" GYPSUM BD. ON VAPOR BARRIER 1/2" GYPSUM BD. 2x4 WOOD FRAMING AT 16" O.C. R-13 KRAFT FACE BATT INSUL. LINTEL, PER STRUCT. 1x WOOD TRIM (PAINT) AT PERIMETER SILL, JAMBS & HEAD, TYP. WOOD TRIM CASING APRON, JAMBS & HEAD (PAINT) 2x4 WD. FRAMING AT 16" O.C. R-13 KRAFT FACE BATT INSUL. 1/2" GYPSUM BD. SILL SEALER WOOD BASE GPM-503 (PAINT) FLOOR FINISH-SEE SCHEDULE 4"CONC. SLAB ON GRADE ON VAPOR BARRIER ON 12"PEA GRAVEL FILL BUILT-UP WC. HEADERS, PER STRUCT. ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. MAIN ROOF FRAMING R.O. AT SILL 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 A504 1 SIM. A504 2 SIM. A504 3 SIM. A504 4 SIM. A300 7 8". CMU FIBER CEMENT PANEL SIDING LAPPED ON 1" ZIP SYSTEM INSULATED R-SHEATHING (R-3.6) 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2 4 2X4 WOOD STUD FRAMING WOOD POST FACE BRICK VENEER W/ MASONRY TIES ON WEATHER RESISTANT BARRIER ON 1/2" WOOD SHEATHING 2'-4" 2'-4" VENTED GFRC TAPERED COLUMN COVER W/ BASE & CAPITAL WOOD POST MEMBRANE FLASHING AT CAP STONE FOR COLUMN BASE PRECAST CONCRETE CAP 2'-7" 2'-7" TAPERED SQUARE COLUMN 12 12 ASPHALT SHINGLES ON BLDG FELT UNDERLAYMENT ON 5/8" EXTR. GR. PLYWD. ASPHALT CAP SHINGLES AT DORMER RIDGES &HIPS, TYPICAL SINGLE HUNG VINYL WINDOW W/ "BLACKED OUT" SINGLE PANE GLAZING MTL. STEP FLASHING AT DORMER SIDES SMOOTH FINISH FIBRE CEMENT PANE S (PAINT) BASE FLASHING AT DORMER SILL F 2840 1 A501 Sim 5 A501 Sim 0' - 8". RIDGE VENT, SEE ROOF PLAN ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. ATTIC RIDGE #1 SEE ROOF PALN DORMER RIDGE SEE ROOF PLAN DORMER TRUSS BRG PT 118'-1 1/8" ASPHALT CAP SHINGLES AT DORMER RIDGES & HIPS, TYP. ASPHALT SHINGLES ON BLDG. FELT UNDERLAYMENT ON 5/8' EXTR. GR. PLYWD. SMOOTH FIBRE CEMENT PANEL SIDING RETURN AT CORN RS, TYP. FIBRE CEMENT PANEL SIDING LAPPED ON 1" ZIP SYSTEM INSULATED R-SHEATHING (R 3.6) DORMER ELEVATION PREFIN. SHT. MTL. CURB PROFILE AT DORMER SIDES AND FRONT AT MAIN ROOF ASPHALT SHINGLES ON ICE & WATER SHIELD UNDERLAYMENT ON 5/8" EXTER. GR. PLYWD. ENGINEERED PRE-FAB 2x WOOD TRUSSES AT 24" O.C. 4 A501 A300 7 BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:23 PM 21730002 Approver Author Designer A501 WALL SECTIONS 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 1 TYP FRONT PORCH SECTION 1/4" = 1'-0" 2 DETAIL AT PORCH COL BASE 1/4" = 1'-0" 3 DETAIL AT PORCH COL COVER 1/4" = 1'-0" 4 DORMER FRONT ELEVATION 1/4" = 1'-0" 5 DORMER SIDE ELEVATION SCALE 3/4" = 1' -0" SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" SCALE 3/4 = 1'-0" SCALE 3/4" = 1'-0" MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 17 EQUAL RISERS = 9' - 11 1/8" 6' - 0" KEYNOTE LEGEND ATTIC ACCESS DOOR TYP, SIZE, AND LOCATION TO BE VERIFIED W/ OWNER. NO. DESCRIPTION 113 204 PROVIDE ROOF CAVITY INSULATION VENTS WHERE GYP. BD. CEILING PREVENTS ATTIC AIRFLOW. BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:23 PM 21730002 Approver Author Designer A500 BUILDING SECTIONS 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 3/16" = 1'-0" 2 BUILDING SECTION-2 3/16" = 1'-0" 4 BUILDING SECTION-4 3/16" = 1'-0" 5 BUILDING SECTION-5 3/16" = 1'-0" 1 BUILDING SECTION-1 3/16" = 1'-0" 3 BUILDING SECTION-3 MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 GROUND 100' - 0" MEZZANINE 109' - 11 1/8" 2 A500 1 A500 FIBER CEMENT SIDING RIDGE VENT FIBER CEMENT SIDING FIBERBOARD TRIM TYP. 2' - 1 1/4" SH 3060 SH 3060 SH 3060 SH 3060 SH 3060 SH 3060 WEATHERPROOF HOSE BIBB, REF. PLAN FIBERBOARD TRIM ASPHALT SHINGLE RIDGE VENT PREFIN. SHEETMETAL GUTTERS & D.S 101 5 A600 122' - 0" 115' - 7 1/2" 117' - 4 1/8" 113' - 1 3/4" 122' - 8 3/8" 119' - 6 3/4" SH 3060 F 6060 SH 3060 SH 3060 123' - 9 3/8" 121' - 2" 120 F 5030 BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:21 PM 21730002 Approver Author Designer A402 EXTERIOR ELEVATIONS 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 1 SOUTH ELEVATION 1/4" = 1'-0" 2 NORTH ELEVATION MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 FIBERBOARD TRIM WEATHERPROOF HOSE BIBB, REF. PLAN 101 101 FIBERBOARD TRIM DASHED LINES DENOTES LOCATION OF FLASHING,TYP. REF. A300 ROOF DETAILS 101 101 RIDGE VENT ASPHALT SHINGLE FIBER CEMENT SIDING FIBER COMPOSITE PANEL 101 FIBER BOARD TRIM APPROX. SH 3076 SH 3076 123' - 9 3/8" 117' - 3 1/2" 122' - 8 3/8" 117' - 4 1/8" 113' - 1 3/4" 119' - 6 3/4" SH 3060 SH 3060 F 6060 TYP. 2' - 1 1/4" F 2840 2' - 7 1/4" BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:20 PM 21730002 Approver Author Designer A401 EXTERIOR ELEVATIONS 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 2 EAST ELEVATION 1/4" = 1'-0" 1 WEST ELEVATION MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 2" 3" NOTE: SEE ELEVATIONS FOR GUTTER & DOWNSPOUT MATERIAL PLAIN RECTANGULAR DOWN SPOUT REMOVABLE H/D SCREEN GUTTER THICKNESS PER SMACNA TABLE 1-5 NOTE: EXPANSION JOINT COVER PLATE AND EXPANSION JOINT SIZED PER SMACNA . B . MIN PER SMACNA ROOFING NAILS FASTENED AT APPROXIMATELY 6" TO 10" ON CENTER (O.C.) SLOPE PERIMETER RAKE DRIP- EDGE FLASHING METAL(INSTALL OVER UNDERLAYMENT AT RAKE.) DOWNSLOPE PERIMETER EAVE DRIP-EDGE FLASHING METAL. FORMED DRIP-EDGE FASCIA BOARD OPTIONAL: GUTTER BRACKET K-STYLE GUTTER FABRICATED GUTTER SPACER, OR FERRULE AND SPIKE OPTIONAL: COMPATIBLE SEALANT RECOMMENDED ICE & WATER SHIELD NOTES: 1. PERIMETER DRIP EDGE METAL FLASHING IS SUGGESTED TO BE A MINIMUM OF 26- GAUGE PER-FINISHED/PAINTED GALVANIZED STEEL, 16-OZ. COPPER, .032-INCH THICK PER-FINISHED ALUMINUM, OR AN EQUIVALENT LONGEVITY, CORROSION-RESISTANT METAL. 2. THE PERIMETER ON THE ROOF DECK SHOULD PROVIDE A CONTINUOUS SOLID WOOD NAILING SURFACE OVER WHICH TO APPLY THE SHEET METAL DRIP -EDGE FLASHING. 3. THE VERTICAL-FACE FLANGE OF SHEET METAL DRIP-EDGE FLASHING SHOULD BE OF SUFFICIENT LENGTH TO PERMIT WATER TO DRIP OFF THE ROOF, AND INTO GUTTER (IF PRESENT), WITHOUT AFFECTING THE UNDERLYING CONSTRUCTION DURING TIMES OF NO WIND. 4. THE HORIZONTAL FLANGE (I.E. ROOF SIDE) OF SHEET METAL DRIP-EDGE FLASHING SHOULD EXTEND APPROXIMATELY 2" TO 3" MINIMUM ONTO THE ROOF. ASPHALT- SATURATED FELT,OR OTHER APPROVED UNDERLAYMENT PLYWOOD OR STRUCTURAL WOOD SHEATHING TYP SIDING WALL CLADDING UNDERLAYMENT (By others. Lap over step flashing and up-turned roof underlayment.) METAL 'Z'-SHAPED COUNTERFLASHING STEPFLASHING (See Detail S-9 CRICKET VALLEYS SLOPED TO DRAIN WOOD-FRAMED AND SHEATHED CRICKET BENEATH MEMBRANE FLASHING GRANULATE-SURFACED MEMBRANE CRICKET FLASHING PLY(S) (Extend upper end of flashing 18" min. upslope under shingles. See note 2.) NOTES : 1. Detail drawn showing laminated shingle. Also applies to other styles. 2. In cold climates, where snow and ice are common it is recommended as an ice-dam protection membrane at all potential ice damming locations such as eaves, valleys, crickets, around penetrations, and rake edges. Consult local Building code requirements. 3. A cricket flashing is recommended for rising walls and other through-roof penetrations greater than 24" in width to promote positive runoff. Extend flanges 6" minimum up wall and a minimum of 18" upslope (24" minimum is suggested in ice and snow regions). Consider holding course of shingle(s) upslope from back and upper side of cricket to promote drainage. 4. Sheet metal step flashings are suggested to be a minimum of 26-gauge pre-finished/painted galvanized steel, 16 oz.copper, .032-inch thick pre-finished aluminum, or an equivalent longevity non-corrosive metal. 5. Consider specifying the extension of roofing underlayment vertically up the wall so that it is over lapped by the wall cladding underlayment. 6. Dimensions shown are recommended minimums and are intended to be approximate to allow for reasonable tolerances due to field conditions. 7. The profile of specific components, their configuration or sequencing, can vary with the roof system, with climatic differences, and regional or area practices. DOWNSLOPE PERIMETER EAVE DRIP-EDGE FLASHING METAL (Install underneath underlayment at eave.) LEADING EDGE PLUS STARTER COURSE START FIRST COURSE WITH FULL SHINGLE TYPICAL EXPOSURE PER SHINGLE MFGR. 4" MINIMUM END LAP 2" MINIMUM SIDE LAP SECURE WITH CODE-REQUIRED NUMBER OF NAILS SELF-ADHERED ICE & WATER MEMBRANE (extend minimum 24" inside exterior wall line. SELF-ADHERED ICE & WATER MEMBRANE AT ALL VALLEYS TYP. APPROXIMATELY 6" LAP ASPHALT-SATURATED FELT, OR OTHER APPROVED UNDERLAYMENT NOTES: 1. AN ICE & WATER PROTECTOR MEMBRANE AS AN ICE-DAM PROTECTION MEMBRANE AT ALL POTENTIAL ICE DAMMING LOCATIONS SUCH AS DOWNSLOPE EAVES, VALLEYS, CRICKETS, AROUND PENETRATIONS , AND RAKE EDGES. AT DOWNSLOPE ROOF PERIMETERS IT IS RECOMMENDED TO EXTEND THE ICE DAM PROTECTION MEMBRANE 24" MIN. UPSLOPE FROM EXTERIOR WALL. 2. RECOMMENDED MINIMUM SLOPE FOR INSTALLATION OF ASPHALT SHINGLES IS 4:12, IF ONLY ONE LAYER OF NO.15 ASPHALT SATURATED FELT OR OTHER APPROVED WATER-SHEDDING UNDERLAYMENT, SUCH AS IKO STORMTITE,IS SPECIFIED. FOR ROOF SLOPES LESS THAN 4:12 A MINIMUM OF TWO LAYERS OF UNDERLAYMENT IS TO BE INSTALLED "SHINGLE" FASHION WITH A 17"EXPOSURE AND 19" SIDELAP. SHINGLES NOT RECOMMENDED FOR SLOPES LESS THAN 2:12. 24" (See Note 2.) SLOPE ICE & WATER SHIELD EXTENDED 24" PAST INSIDE FACE OF EXTERIOR WALL ROOFING NAILS FASTENED AT APPROXIMATELY 6" TO 10" ON CENTER (O.C.) PERIMETER RAKE DRIP-EDGE FLASHING METAL (INSTALL OVER UNDERLAYMENT AT RAKE.) DOWNSLOPE PERIMETER EAVE DRIP-EDGE FLASHING METAL (INSTALL UNDERNEATH UNDERLAYMENT AT EAVE. TRIM AND BEND IN END AT CORNER TO FORM CLOSED.) FORMED DRIP-EDGE FASCIA BOARD NOTES: 1. A SELF-ADHERING ICE & WATER MEMBRANE TO BE INSTALLED AT ALL POTENTIAL ICE DAMMING LOCATIONS SUCH AS DOWNSLOPE EAVES, VALLEYS, CRICKETS, AROUND PENETRATIONS, AND RAKE EDGES. AT DOWNSLOPE ROOF PERIMETERS IT IS RECOMMENDED TO EXTEND THE ICE DAM PROTECTION MEMBRANE 24" MIN. UPSLOPE FORM EXTERIOR WALL. 2. THE PERIMETER OF THE ROOF DECK SHOULD PROVIDE A CONTINUOUS SOLID WOOD NAILING SURFACE OVER WHICH TO APPLY THE SHEET METAL DRIP-EDGE FLASHING. 3. THE VERTICAL-FACE FLANGE OF SHEET METAL DRIP-EDGE FLASHING SHOULD BE OF SUFFICIENT LENGTH TO PERMIT WATER TO DRIP OFF THE ROOF WITHOUT AFFECTING THE UNDERLYING CONSTRUCTION DURING TIMES OF NO WIND. 4. THE HORIZONTAL FLANGE (I.E., ROOF SIDE) OF SHEET METAL DRIP-EDGE FLASHING SHOULD EXTENDED APPROXIMATELY 2" TO 3" MINIMUM ONTO THE ROOF. 5. IN COLD CLIMATES, CONSIDER INSTALLATION OF AN ISOLATOR SHEET (E.G., A STRIP OF ASPHALT-SATURATED FELT) BETWEEN THE WOOD ROOF DECK AND SHEET METAL FLASHING FLANGE(S) TO MINIMIZE POTENTIAL FOR CONDENSATION AND RESULTING DECAY. EXAMPLE: METAL FLASHING WITH STORM COLLAR EXAMPLE: PRE-FABRICATED FLASHING COLLAR ALTERNATE: SEPARATE SOFT METAL FLASHING CAP,INTO PIPE APPROX 1" ALTERNATE: SEPARATE SOFT METAL FLASHING CAP, FASTEN THROUGH UPSLOPE FLANGE (I.E., BLIND-NAIL.) TO SECURE VENT FLASHING DRAWBBAND COMPATIBLE SEALANT STOR COOLER METAL PIPE FLASHING SOIL STACK PIPE (PLUMBING VENT.) LEAD OR OTHER SOFT METAL PIPE FLASHING (TURN DOWN INTO SOIL STACK APPROXIMATELY 1".) NOTES: 1. SOIL PIPE STACKS SHOULD EXTEND A MINIMUM OF 8" ABOVE ROOF SURFACE. 2. IF EXPOSED FASTENERS ARE PLACED THROUGH VENT'S DOWNSLOPE FLANGE, THEY SHOULD BE WEATHERTIGHT, GASKETED FASTENERS (E.G., RING-SHANK NAILS OR SCREWS). 3. IT MAY BE THAT THE LAYOUT OF THE SOIL PIPE PENETRATION OCCURS IN SUCH A WAY THAT AN ASPHALT SHINGLE BUTT-END JOINT, OR SHINGLE TAB CUTOUT, ALIGNS WITH THE EDGE AND/OR BACK OF THE METAL FLASHING'S FLANGE. IN THIS CASE, INSTALL A PRESSURE-SENSITIVE SELF-ADHERED MODIFIED-ASPHALT MEMBRANE TO STRIP-IN THE SIDES AND BACK OF THE METAL FLASHING FLANGE TO EFFECTIVELY EXTEND THESE FLANGES. CLADDING (FIBER-CEMENT LAP CLADDING SHOWN. LAP 2" MINIMUM OVER STEP FLASHING AND MAINTAIN ABOVE ROOF SURFACE. SEE METAL COUNTERFLASHING DETAIL) WALL CLADDING UNDERLAYMENT(LAP OVER STEP FLASHING AND UP-TURNED ROOF UNDERLAYMENT.) EXTENSION OF ICE & WATER SHIELD (TURNED UP AT WALL.) APRON FLASHING VERTICAL FLANGES (APPROXIMATELY 4", AND SAME UPSLOPE.) APRON FLASHING DOWNSLOPE FLANGE (APPROXIMATELY 5".(FABRICATE WITH HEMMED EXPOSED/LEADING EDGES.)) STEP FLASHING (EXTEND BOTTOM PIECE PAST CORNER. (OPTIONAL: INJECT SEALANT INTO CORNER.) APRON FLASHING SIDE FLANGE(4" MINIMUM EXTENSION PAST CORNER.) METAL STEP FLASHING APRON FLASHING SHOP FORM FLASHING WITH SOLDERED CORNERS HEMMED EDGES NOTES: 1. SHEET METAL STEP AND APRON FLASHINGS ARE SUGGESTED TO BE A MINIMUM OF 26-GAUGE PRE-FINISHED/PAINTED GALVANIZED STEEL 16 OZ. COPPER, .032-INCH THICK PRE-FINISHED ALUMINUM, OR AN EQUIVALENT LONGEVITY NON-CORROSIVE METAL. 2. VERTICAL FLANGE OF STEP FLASHING SHOULD BE LAPPED A MINIMUM OF 2". SHEET METAL COUNTERFLASHING MAY BE OPTIONAL WHERE WALL CLADDING OR SIDING OVERLAPS STEP FLASHING. 3. EXTEND ROOFING UNDERLAYMENT VERTICALLY UP THE WALL SO THAT IT IS OVERLAPPED BY THE WALL CLADDING UNDERLAYMENT. GENERAL ROOFING PLAN NOTES 1. ALL SHEET METAL TO BE INSTALLED IN ACCORDANCE WITH SMACNA STANDARDS. REF. SHADED AREA ON ROOF PLAN. PROVIDE ICE & WATER SHIELD MEMBRANE UNDERLAYMENT AT: 2. 1. EAVES - FROM EDGE OF GUTTER OVERHANG AND EXTEND UP ON TO ROOF 24" PAST INSIDE FACE OF INTERIOR WALL. 2. ROOF VALLEYS-PROVIDE FOR FULL MATERIAL WIDTH OF MEMBRANE (36" WIDE) CENTER ON VALLEY FOR ENTIRE LENGTH. 3. ROOF RIDGES - ON BOTH SIDES OF RIDGE VENT AT ROOF RIDGES. 4. DORMERS & SIDEWALLS - ON ROOF AT SIDE & DORMER WALLS. TURNED AND EXTENDED UP WALL. 5. RAKE, EDGES - ALONG THE RAKE EDGE EXTENDED UP ONTO ROOF 24" PAST INSIDE FACE OF INTERIOR WALL. 6. ALONG EVERY WALL CHIMNEY, & ROOF PENETRATION WHERE FLASHING WILL BE INSTALLED KEYED ROOF PLAN NOTES 1. ICE & WATER SHIELD. 2. ASPHALT SHINGLE. 3. MTL DRIP EDGE AT ROOF EDGE. SEE DIAGRAM 5 / A300. 4. MTL DRIP EDGE WITH K-STYLE GUTTER AT ROOF EDGE. SEE DIAGRAM 9 / A300. 5. RIDGE VENT. SEE DETAIL 7 / A300. 7. PIPE STACK. REF PLUMB FOR SIZE AND LOCATION. SEE DETAIL. 3 / A300 AND DIAGRAM. 8. SEE DIAGRAM 8 / A300 FOR APRON AND STEP FLASHING AT SIDEWALL AND DORMERS. 10. FIREPLACE FLUE. REF BUILDING SECTION ON A500 FOR REQ'D HEIGHT. REF MANUFACTURER'S INSTALLATION INSTRUCTIONS. X 10" / 12" 10" / 12" 7" / 12" 7" / 12" 7" / 12" 7" / 12" 7" / 12" 12" / 12" 12" / 12" 12" / 12" 12" / 12" 12" / 12" 12" / 12" 7" / 12" 7" / 12" 7" / 12" 5" / 12" 5" / 12" 5" / 12" 7" / 12" 7" / 12" 7" / 12" 7" / 12" 7" / 12" 7" / 12" 7" / 12" 12" OVERHANG @ 10'-0" 12" OVERHANG RIDGE RIDGE RIDGE RIDGE RIDGE RIDGE RIDGE RIDGE RIDGE RIDGE VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY VALLEY 6" RAKE FACIA @ 9'-0" FACIA @ 9'-0" FACIA @ 10'-0" RAKE RAKE RAKE RAKE RAKE RAKE 3" / 12" 3" / 12" 3" / 12" 7" / 12" 44 3 5 5 4 4 3 4 1 22 3 5 1 22 8 3 4 555 4 11 3 33 33 33 8 8 8 22 5 5 5 5 3 8 4 1 1 4 4 3 RIDGE 1 4 3 3 4 1 1 10 BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:20 PM 21730002 Approver Author Designer A300 ROOF PLAN 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1 1/2" = 1'-0" 10 EAVE DETAIL 1 1/2" = 1'-0" 7 RIDGE VENT 1 1/2" = 1'-0" 6 GUTTER SIZING DETAIL 1 1/2" = 1'-0" 9 DRIP-EDGE METAL & GUTTER 1/2" = 1'-0" 4 CRICKET VALLEYS@CHIMNEYS 3/16" = 1'-0" 2 ICE DAM @ VALLEY & EAVE 1 1/2" = 1'-0" 5 DRIP-EDGE METAL 1 1/2" = 1'-0" 3 SOIL PIPESTACK 1 1/2" = 1'-0" 8 APRON & STEP FLASHING 1/8" = 1'-0" 1 ROOF PLAN MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 GENERAL CONTRACTOR AND / OR SUBCONTRACTORS ARE RESPONSIBLE FOR EXAMINING AND CONFIRMING ALL SUBSTRATE CONDITIONS WHERE NEW MATERIALS ARE APPLIED. SUBSTRATE SHALL BE SMOOTH, FREE OF DEFECTS AND SHALL CONFORM TO THE REQUIREMENTS OF THE FINISHED MATERIAL MANUFACTURER'S RECOMMENDATION. DO NOT SCALE DRAWINGS. ALL DIMS TO BE FIELD VERIFIED. ARCHITECT TO BE NOTIFIED OF ANY DISCREPANCIES. THE WORD "ALIGN" AS USED IN THESE DOCS SHALL SUPERCEDE ANY DIMENSIONAL INFO INDICATED. IF DISCREPANCIES OCCUR, NOTIFY THE ARCHITECT IMMEDIATELY. TYPICAL DIMENSIONS ARE TO THE FACE OF WOOD STUD, OR TO CENTER LINE OF STUD. REFER TO PLAN DETAILS FOR ADDITIONAL DIMENSIONS. ALL ANGLES SHOWN ARE 45°, 90°, OR 135° UNLESS NOTED OTHERWISE. DO NOT SCALE THE DRAWINGS. WORKING FROM ESTABLISHED LINES AND POINTS, ESTABLISH AND MAINTAIN DEPENDABLE MARKERS FOR LINES AND LEVELS OF WORK. CALCULATE DIMS AND MEASURE FOR LAYOUT OF WORK. RECORD DEVIATIONS (IF ANY) FROM DWG INFO ON EXIST CONDITIONS AND REVIEW WITH ARCHITECT/ENGINEER AT TIME OF DISCOVERY. FOLLOW WRITTEN DIMS AND LAYOUT POINTS ONLY. CONTRACTOR SHALL EXERCISE SPECIAL CARE IN THE VERIFICATION OF ALL CONDITIONS AND DIMS IN THE LAYOUT OF HIS WORK THE ALIGNMENT IN COORDINATION OF HIS WORK ITSELF AND OTHER ADJACENT WORK IS OF PRIMARY IMPORTANCE AND SHALL TAKE PRECEDENCE OVER DIMENSIONS, ESPECIALLY THOSE INDICATED AS APPROXIMATE. CONTRACTOR SHALL LAY OUT AND VERIFY HIS WORK TO ENSURE ALIGNMENT AND FIT AND REPORT ANY DISCREPANCIES IMMEDIATELY TO HIS SUPERINTENDENT AND THE ARCHITECT BEFORE PROCEEDING OR PROCEED AT CONTRACTOR'S OWN RISK. 1 3 4 5 6 7 8 9 SLOPING CONCRETE SLAB TO FLOOR DRAINS IS OF PRIMARY IMPORTANCE AND SHOULD TAKE PRECEDENCE OVER DIMENSIONS, ESPECIALLY THOSE INDICATED AS APPROXIMATE. CONTRACTOR SHALL LAY OUT AND VERIFY HIS WORK TO ENSURE ALIGNMENT AND FIT, AND REPORT ANY DISCREPANCIES TO THE OWNER'S REPRESENTATIVE. 10 THE GENERAL CONTRACTOR IS TO PROVIDE PROTECTION TO ANY COMPLETED WORK, DURING CONSTRUCTION BY WHATEVER MEANS NECESSARY TO MAINTAIN ANY COMPLETED FINISHES IN NEW CONDITION TO THE POINT OF OWNER MOVE- IN AND ACCEPTANCE. ANY DAMAGED WORK, SCRATCHED, MARKED OR IN ANY WAY IMPAIRED MATERIAL FOUND BY THE OWNER'S WILL BE REPLACED AT NO EXTRA COST TO THE OWNER. 11 ALL PARTITIONS INDICATED ON THE FLOOR PLAN TO BE 2X4 WOOD STUD WITH 5/8" DRYWALL UNLESS NOTED OTHERWISE. 13 ALL WOOD IN DIRECT CONTACT WITH CONCRETE TO BE PRESERVATIVE ROT RESISTANT TREATED WOOD U.N.O. 18 SEE DOOR & FINISH SCHEDULE FOR ALL SCHEDULED DOORS, FRAMES TYPES, HARDWARE AND DETAILS. 19 ALL FOUNDATION WALLS IN EXCAVATED AREAS TO BEAR ON AND BE FORMED BY CLEANED, UNDISTURBED, VIRGIN SUB-SOIL. 22 ALL PENETRATIONS THROUGH RATED PARTITIONS (MECH, ELEC, AND PLUMB.) TO BE FILLED WITH FIRE SAFING INSUL AND FIRE STOP SEALANT PER UL DESIGNS INDICATED. 27 THE ROOF FRAMING, FLOOR FRAMING, AND BEAM SIZES WILL BE DESIGNED BY SUPPLIER SELECTED FOR PROJECT. 29 30 ALL EXTERIOR WINDOW AND DOOR HEADERS TO BE 2"X12" ALL BEDROOM FLOORING TO BE CARPET. ALL OTHER AREAS TO USE LVT FLOORING UNLESS NOTED OTHERWISE. 31 KEYNOTE LEGEND PROVIDE ROOF CAVITY INSULATION VENTS WHERE GYPSUM BOARD CEILING PREVENTS ATTIC AIRFLOW ATTIC ACCESS DOOR. TYPE, SIZE, AND FINAL LOCATION TO BE VERIFIED WITH OWNER. NO. DESCRIPTION 204 205 32 ALL THERMOSTATS TO BE LOCKABLE 33 ALL DOOR PULLS TO BE OF AN ADA COMPLIANT LEVER TYPE 34 ALL TOILETS TO BE FLOOR MOUNT, ADA HEIGHT (RIM AT 17"-19" A.F.F.) BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:19 PM 21730002 Approver Author Designer A200 MEZZ/ATTIC PLAN 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 1 MEZZANINE 1/4" = 1'-0" 3 SECOND FLOOR MEZZANINE - ARCHITECTURAL PLAN MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 GALLERY HALL STAIRS READING ROOM BEDROOM 8 BEDROOM 10 +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +9' - 0" +10' - 0" 6' - 0" 6' - 0" EQ. 5' - 0" EQ. 6' - 0" 6' - 0" 6' - 0" EQ. 6' - 0" 6' - 0" EQ. PENDANT/ CHANDELIER 6' - 6" 6' - 6" 1' - 6" HEAT LAMP H HEAT LAMP H EQ. 5' - 0" 5' - 0" EQ. EQ EQ EQ EQ OUTLINE OF TABLE BELOW, CENTERED WITH LIGHTING. CONTRACTOR TO PROVIDE BLOCKING FOR LIGHT FIXTURE PER MANUFACTURER'S SUGGESTIONS. EQ EQ 3' - 3" 3' - 3" EXHAUST FAN EXHAUST FAN EXHAUST FAN EXHAUST FAN VANITY FIXTURE VANITY FIXTURE VANITY FIXTURE VANITY FIXTURE BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:18 PM 21730002 Approver Author Designer A131 REFLECTED CEILING PLAN 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 1 REFLECTED CEILING PLAN MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 LAUNDRY -- BATHROOM 2 -- BEDROOM 9 -- SUN ROOM -- DINING -- ENTRY -- CLOSET -- GALLERY -- HALL -- A401 2 A401 1 2 A402 A402 1 5 A500 5 A500 2 A500 2 A500 4 A500 4 A500 1 A500 1 A500 3 A500 ELEC. PANEL D.S D.S D.S 101 101 101 101 101 101 101 116 116A 117 118A 119 111 STAIRS 111 110 128 127 126 126A 102 124 101 101 101 101 SH 3056 SH 3056 SH 3056 SH 3056 SH 3056 SH 3056 2-PLY 11 7/8" LVL SH 4076 SH 4076 SH 4076 SH 3076 SH 3076 SH 3076 SH 3060 SH 3060 SH 3060 SH 3060 SH 3060 SH 3060 D.S D.S D.S SH 3060 ALIGN 106 C.G 116 ALIGN 100 110 C.G C.G C.G C.G SH 3060 C.G SH 3060 C.G C.G C.G 105 106 1 A502 1 A502 T 3 A502 3 A502 2 A503 6 A502 3 A503 1 A503 TUB SHOWER 2 PLY 14" LVL 2 PLY 11 7/8" LVL SH 3076 UNDER COUNTER ICE MAKER A600 1 PERGOLA AREA 114 5' - 3 1/2" 3' - 9" 118 103 107 C.G C.G SH 3076 SH 3076 3' - 6" 7' - 8 1/2" 2' - 4 1/2" 2' - 4 1/4" 5' - 2 5/8" 6' - 2 1/4" 5' - 5 1/4" 6' - 0 7/8" 3' - 0 1/8" 2' - 1" 2' - 4" 2' - 1" 2' - 4" 2' - 1" 2' - 1" 3' - 2" 8 1/8" 4 5/8" 2' - 0" 7' - 6 1/2" 3' - 2" 11 1/2" 8 1/4" 3' - 2" 39' - 9 1/2" 9' - 9 7/8" 7' - 3 7/8" 3' - 2" 7' - 7" 3' - 2" 4' - 0 1/2" 3' - 2" 2' - 2 1/4" 4 3/8" 8 1/4" 3' - 2" 7' - 9 1/2" 3' - 2" 11' - 2" 3' - 2" 4' - 3" 3' - 2" 4' - 2 1/4" 3' - 2" 2' - 5" 10" EQ. 10' - 6 5/8" 3' - 10 1/2" 6' - 0" 1' - 0" 8' - 5" 1' - 11" 3' - 2" 2' - 0" 120 5" 13' - 6 5/8" 3' - 2" 4 3/8" H.B. 11 3/4" 3' - 2" 10" 4' - 6 3/4" 3' - 0" 8' - 0" 3' - 0" 8' - 4" 3' - 0" 6' - 0" 3' - 0" 4' - 7 1/8" EQ 6' - 0" EQ 4' - 8 3/4" 3' - 0" 6' - 10 1/2" 3' - 0" 6' - 10 1/2" 3' - 0" 8' - 5 1/2" 3' - 0" 6' - 0" 3' - 0" 1' - 4" 11 1/4" 3' - 10" 3' - 0" 3' - 0" 2' - 4 1/8" 3' - 0" 3' - 0" 3' - 10" 15' - 6" 13' - 11 1/8" 4' - 11 3/4" EQ. 5' - 6" 12' - 2 3/4" 10' - 3 1/4" 7 3/4" SH 3076 104 2' - 11" 3' - 0" 3' - 0" 3' - 6" 7' - 1 3/8" 1' - 3 5/8" 3' - 0" 1' - 0" 3' - 0" 1' - 0" 3' - 0" 1' - 0" 3' - 0" 11 3/8" 10' - 8 3/4" 10' - 10 1/2" 10' - 10 1/2" 10' - 10 1/2" 9' - 11 5/8" 10' - 10 1/2" 10' - 10 1/2" 9' - 10 1/2" 10' - 10 1/2" 8' - 8 7/8" 3' - 2" 1' - 1 1/4" 10' - 0 3/8" 3' - 2" 2' - 3 1/4" 9' - 7 5/8" 2' - 8 3/4" 3' - 0" 1' - 4 3/4" 3' - 0" 2' - 6" 5' - 10 1/4" 1' - 5 1/4" 3' - 0" 1' - 2 1/2" 121 122 A600 2 7' - 0" 8' - 2" A600 3 5 A600 *CARPET *CARPET *CARPET *CARPET READING ROOM -- 123 123 123 123 123 6 1/2" 3' - 2" 2' - 3" 2' - 6 1/2" 4 3/8" 6 A600 UP DINING TABLE 1' - 2 1/8" 4' - 2 1/4" 9' - 4 1/4" 4' - 11 3/4" 3' - 10 3/4" 10' - 10 1/2" 125 UTILITY SINK 5 OPEN SHELVES 114A BEDROOM 8 --- BEDROOM 10 -- 127 SH 3060 2' - 3 1/2" 3' - 0" 7' - 4 7/8" 2' - 8 1/2" 6' - 0" 2' - 8 1/2" 3' - 10 1/2" 3' - 0" 3' - 7 1/4" 1' - 6" 2 3/4" 3' - 2" 2 3/4" 2' - 8 3/4" 8" 5' - 0" 8" 6' - 11 3/4" 3' - 0" 4' - 4 3/4" 1' - 6" 2' - 5 1/8" 3' - 11 1/2" 3' - 0" 2' - 11 1/8" 3' - 6" 6' - 0" 4' - 4 1/8" 3' - 0" 5' - 0 3/8" 3' - 1 5/8" 5' - 1" 1' - 8 1/4" 115 125A 129 131 4 3/8" 32' - 0 1/8" 3' - 0" 7' - 8" 3' - 2" 8 1/8" 125 124A 123 A600 4 123A 2' - 4" 2' - 1" 2' - 4 1/2" SH 3060 SH 3060 SH 3060 SH 3060 SH 3060 SH 3060 SH 3060 3' - 0" 3' - 0" 7' - 9 3/4" 10' - 6 3/4" 7' - 9 3/4" 5' - 4" 122 122A 130 COVERED PORCH 108 120 D.S D.S D.S D.S D.S D.S D.S D.S D.S 2' - 4" 2' - 1" 2' - 1" 121 121A EQ EQ CENTER ENTRY DOOR BETWEEN COLUMNS H.B. 2' - 8 1/8" 2' - 5 7/8" 5' - 7 1/8" 1' - 2" 121 121 121 122 5' - 9" 3' - 8" 9' - 2" 2' - 5" SLIDE OUT TRASH CONTAINER CABINET 128 105 105 105 105 105 121 124 SINGLE BOWL FLOOR MOUNT MOP BASIN 130 129 125 125 125 RECESSED NICHE FOR CABLE BOX/AV EQUIPMENT. COORDINATE SIZE WITH STAFF BACK TO BACK STUD WALLS F 5060 F 6060 F 6060 F 6060 SALON -- GREAT ROOM --- 131 3' - 5 1/4" 5' - 5 1/2" 3' - 5 1/4" 1" R-ZIP SHEATHING W/ WATER RES. BARRIER 1/8" JOINT W/ SEALANT ZIP TAPE TRIM BOARDS 1/8" JOINT W/ SEALANT FCP LAP SIDING WOOD FRAMING INTERIOR SHEATHING INSULATION WHERE REQ'D 5/8" 1/8" GAP W/ SEALANT ZIP TAPE TRIM BOARDS 1/8" GAP W/ SEALANT FCP LAP SIDING WATER RESISTIVE BARRIER 1" R-ZIP SHEATHING W/ WATER ERS BARRIER INSULATION WHERE REQ'D WOOD FRAMING INTERIOR GYP BD. WOOD FRAMING FCP LAP SIDING SIDING STARTER COURSE ZIP TAPE OVER FLASHING STARTER STRIP FLASHING 1/4" GAP, DO NOT CAULK TRIM AROUND OPENING TRIM BOARDS 1/8" GAP AND SEALANT 1" R-ZIP SHEATHING W/ WATER RESIS. BARRIER FCP LAP SIDING . MIN. 1-1/4" OVERLAP WALL FRAMING FIXTURE PENETRATION BATT INSUL. AS SHOWN INTERIOR GYPSUM BD REFER TO PARTITION TYPE AS NOTED ON PLAN FOR WALL CONSTRUCTION REFER TO PARTITION TYPE AS NOTED ON PLAN FOR PARTITION FINISH PROVIDE STUD ARRANGEMENT AS SHOWN @ CORNERS TYP. U.N.O. REFER TO PARTITION TYPE AS NOTED ON PLAN FOR PARTITION FINISH GENERAL FLOOR PLAN NOTES GENERAL CONTRACTOR AND / OR SUBCONTRACTORS ARE RESPONSIBLE FOR EXAMINING AND CONFIRMING ALL SUBSTRATE CONDITIONS WHERE NEW MATERIALS ARE APPLIED. SUBSTRATE SHALL BE SMOOTH, FREE OF DEFECTS AND SHALL CONFORM TO THE REQUIREMENTS OF THE FINISHED MATERIAL MANUFACTURER'S RECOMMENDATION. DO NOT SCALE DRAWINGS. ALL DIMS TO BE FIELD VERIFIED. ARCHITECT TO BE NOTIFIED OF ANY DISCREPANCIES. THE WORD "ALIGN" AS USED IN THESE DOCS SHALL SUPERCEDE ANY DIMENSIONAL INFO INDICATED. IF DISCREPANCIES OCCUR, NOTIFY THE ARCHITECT IMMEDIATELY. TYPICAL DIMENSIONS ARE TO THE FACE OF WOOD STUD, OR TO CENTER LINE OF STUD. REFER TO PLAN DETAILS FOR ADDITIONAL DIMENSIONS. ALL ANGLES SHOWN ARE 45°, 90°, OR 135° UNLESS NOTED OTHERWISE. DO NOT SCALE THE DRAWINGS. WORKING FROM ESTABLISHED LINES AND POINTS, ESTABLISH AND MAINTAIN DEPENDABLE MARKERS FOR LINES AND LEVELS OF WORK. CALCULATE DIMS AND MEASURE FOR LAYOUT OF WORK. RECORD DEVIATIONS (IF ANY) FROM DWG INFO ON EXIST CONDITIONS AND REVIEW WITH ARCHITECT/ENGINEER AT TIME OF DISCOVERY. FOLLOW WRITTEN DIMS AND LAYOUT POINTS ONLY. CONTRACTOR SHALL EXERCISE SPECIAL CARE IN THE VERIFICATION OF ALL CONDITIONS AND DIMS IN THE LAYOUT OF HIS WORK THE ALIGNMENT IN COORDINATION OF HIS WORK ITSELF AND OTHER ADJACENT WORK IS OF PRIMARY IMPORTANCE AND SHALL TAKE PRECEDENCE OVER DIMENSIONS, ESPECIALLY THOSE INDICATED AS APPROXIMATE. CONTRACTOR SHALL LAY OUT AND VERIFY HIS WORK TO ENSURE ALIGNMENT AND FIT AND REPORT ANY DISCREPANCIES IMMEDIATELY TO HIS SUPERINTENDENT AND THE ARCHITECT BEFORE PROCEEDING OR PROCEED AT CONTRACTOR'S OWN RISK. 1 3 4 5 6 7 8 9 SLOPING CONCRETE SLAB TO FLOOR DRAINS IS OF PRIMARY IMPORTANCE AND SHOULD TAKE PRECEDENCE OVER DIMENSIONS, ESPECIALLY THOSE INDICATED AS APPROXIMATE. CONTRACTOR SHALL LAY OUT AND VERIFY HIS WORK TO ENSURE ALIGNMENT AND FIT, AND REPORT ANY DISCREPANCIES TO THE OWNER'S REPRESENTATIVE. 10 THE GENERAL CONTRACTOR IS TO PROVIDE PROTECTION TO ANY COMPLETED WORK, DURING CONSTRUCTION BY WHATEVER MEANS NECESSARY TO MAINTAIN ANY COMPLETED FINISHES IN NEW CONDITION TO THE POINT OF OWNER MOVE- IN AND ACCEPTANCE. ANY DAMAGED WORK, SCRATCHED, MARKED OR IN ANY WAY IMPAIRED MATERIAL FOUND BY THE OWNER'S WILL BE REPLACED AT NO EXTRA COST TO THE OWNER. 11 ALL PARTITIONS INDICATED ON THE FLOOR PLAN TO BE 2X4 WOOD STUD WITH 5/8" DRYWALL UNLESS NOTED OTHERWISE. 13 ALL WOOD IN DIRECT CONTACT WITH CONCRETE TO BE PRESERVATIVE ROT RESISTANT TREATED WOOD U.N.O. 18 SEE DOOR & FINISH SCHEDULE FOR ALL SCHEDULED DOORS, FRAMES TYPES, HARDWARE AND DETAILS. 19 ALL FOUNDATION WALLS IN EXCAVATED AREAS TO BEAR ON AND BE FORMED BY CLEANED, UNDISTURBED, VIRGIN SUB-SOIL. 22 ALL PENETRATIONS THROUGH RATED PARTITIONS (MECH, ELEC, AND PLUMB.) TO BE FILLED WITH FIRE SAFING INSUL AND FIRE STOP SEALANT PER UL DESIGNS INDICATED. 27 THE ROOF FRAMING, FLOOR FRAMING, AND BEAM SIZES WILL BE DESIGNED BY SUPPLIER SELECTED FOR PROJECT. 29 30 ALL EXTERIOR WINDOW AND DOOR HEADERS TO BE 2"X12" ALL BEDROOM FLOORING TO BE CARPET. ALL OTHER AREAS TO USE LVT FLOORING UNLESS NOTED OTHERWISE. 31 KEYNOTE LEGEND FLAT-PANEL TV OWNER. PROVIDE POWER, DATA & SUPPORT/MOUNTING BRACKET PER OWNER DIRECTION 1X4 CORNER TRIM FROM B.O.SIDING TO B.O.SOFFIT. FLOOR DRAIN. VENT DRYER(S) TO EXT. HEAT & GLO 60" LINEAR DIRECT VENT FIREPLACE-REF. MANUFACTURER INSTALLATION REQ. VENT FIREPLACE TO ROOF ABOVE. REF BUILDING ELEVATIONS & MANUFACTURER INSTALLATION INSTRUCTION. NO. DESCRIPTION 100 101 105 106 110 116 3 1/2" RESIDENTIAL SPRING HINGES AND A POSITIVE LATCHING PASSAGE SET ON HALF DOOR. 120 121 OPEN SHELVING 122 PAINTED SHIPLAP WALL SCHLUTER-SCHIENE SAME-HEIGHT TRANSITION EDGE BETWEEN LVT AND CARPETING IN BRASS. SEE DETAIL 7/A600. 123 124 FRP WALL PROTECTION, 48" HIGH. ALL WALLS IN ROOM. 125 CUSTOM SHELVING. 127 OPTIONAL ALUMINUM PICKET FENCE, 30" HIGH BY OWNER. 128 WATERFAL EDGE FROM HIGHER TO LOWER SOLID SURFACE COUNTERTOP 129 OPEN SHELVES BELOW FOR LAUNDRY BASKET STORAGE. 2 SHELVES. FINAL CASEWORK DESIGN TO BE REVIEWED/REVISED BY STAFF WITH TRIM CARPENTER BEFORE INSTALLATION 130 HVAC OUTDOOR UNIT LOCATION 32 ALL THERMOSTATS TO BE LOCKABLE 33 ALL DOOR PULLS TO BE OF AN ADA COMPLIANT LEVER TYPE 34 ALL TOILETS TO BE FLOOR MOUNT, ADA HEIGHT (RIM AT 17"-19" A.F.F.) SQUARE FOOTAGE LEGEND LIVABLE SQUARE FOOTAGE - GROUND FLOOR TOTAL GROUND FLOOR FOOTPRINT - INTERIOR PLUS EXTERIOR FEATURES (SIDEWALK, PORCHES, PERGOLA, ETC) COMPARE PREVIOUS VERSION: TOTAL GROUND FLOOR FOOTPRINT - INTERIOR PLUS EXTERIOR FEATURES (SIDEWALK, PORCHES, PERGOLA, ETC) COMPARE PREVIOUS VERSION: LIVABLE SQUARE FOOTAGE -GROUND FLOOR 5,082 sf 6,340 sf 6,062 sf 4,994 sf FILLER PANEL BETWEEN REFRIGERATOR AND WALL TO ALLOW DOOR TO OPEN FULLY WITHOUT CONTACTING WALL OR DOOR FRAME 131 35 DIMMER SWITCH COUNT AND LOCATION TO BE COORDINATED WITH OWNER BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:18 PM 21730002 Approver Author Designer A101 ARCHITECTURAL AND DIMENSION PLAN 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 1 GROUND FLOOR - ARCHITECTURAL FLOOR PLAN - OVERALL 1 1/2" = 1'-0" 5 SHINGLE & TRIM OUTSIDE CORNER 1 1/2" = 1'-0" 4 SHINGLE & TRIM INSIDE CORNER 1 1/2" = 1'-0" 3 FIXTURE PENETRATION 1 1/2" = 1'-0" 2 CALIFORNIA CORNER FRAMING DETAIL GROUND FLOOR WINDOW SCHEDULE Type Mark Count Width (Nom.) Height (Nom.) F 5060 1 4' - 8" 5' - 10" F 6060 3 5' - 8" 5' - 10" SH 3056 6 3' - 0" 5' - 6" SH 3060 17 3' - 0" 6' - 0" SH 3076 7 3' - 0" 7' - 5 1/2" SH 4076 3 3' - 11 1/2" 7' - 5" Grand total: 37 5' - 0" 6' - 0" 6' - 0" 6' - 0" 7' - 6" 4' - 0" 7' - 6" MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 DO NOT SCALE DRAWINGS. ALL DIMS TO BE FIELD VERIFIED. ARCHITECT TO BE NOTIFIED OF ANY DISCREPANCIES. FOOTING 1'-4" WIDE, CENTERED ON CMU FOUNDATION WALL ABOVE UNLESS NOTED OTHERWISE ALL ANGLES SHOWN ARE 45°, 90°, OR 135° UNLESS NOTED OTHERWISE. DO NOT SCALE THE DRAWINGS. WORKING FROM ESTABLISHED LINES AND POINTS, ESTABLISH AND MAINTAIN DEPENDABLE MARKERS FOR LINES AND LEVELS OF WORK. CALCULATE DIMS AND MEASURE FOR LAYOUT OF WORK. RECORD DEVIATIONS (IF ANY) FROM DWG INFO ON EXIST CONDITIONS AND REVIEW WITH ARCHITECT/ENGINEER AT TIME OF DISCOVERY. FOLLOW WRITTEN DIMS AND LAYOUT POINTS ONLY. CONTRACTOR SHALL EXERCISE SPECIAL CARE IN THE VERIFICATION OF ALL CONDITIONS AND DIMS IN THE LAYOUT OF HIS WORK THE ALIGNMENT IN COORDINATION OF HIS WORK ITSELF AND OTHER ADJACENT WORK IS OF PRIMARY IMPORTANCE AND SHALL TAKE PRECEDENCE OVER DIMENSIONS, ESPECIALLY THOSE INDICATED AS APPROXIMATE. CONTRACTOR SHALL LAY OUT AND VERIFY HIS WORK TO ENSURE ALIGNMENT AND FIT AND REPORT ANY DISCREPANCIES IMMEDIATELY TO HIS SUPERINTENDENT AND THE ARCHITECT BEFORE PROCEEDING OR PROCEED AT CONTRACTOR'S OWN RISK. 1 2 3 5 6 7 8 SLOPING CONCRETE SLAB TO FLOOR DRAINS IS OF PRIMARY IMPORTANCE AND SHOULD TAKE PRECEDENCE OVER DIMENSIONS, ESPECIALLY THOSE INDICATED AS APPROXIMATE. CONTRACTOR SHALL LAY OUT AND VERIFY HIS WORK TO ENSURE ALIGNMENT AND FIT, AND REPORT ANY DISCREPANCIES TO THE OWNER'S REPRESENTATIVE. 9 THE GENERAL CONTRACTOR IS TO PROVIDE PROTECTION TO ANY COMPLETED WORK, DURING CONSTRUCTION BY WHATEVER MEANS NECESSARY TO MAINTAIN ANY COMPLETED FINISHES IN NEW CONDITION TO THE POINT OF OWNER MOVE- IN AND ACCEPTANCE. ANY DAMAGED WORK, SCRATCHED, MARKED OR IN ANY WAY IMPAIRED MATERIAL FOUND BY THE OWNER'S WILL BE REPLACED AT NO EXTRA COST TO THE OWNER. 10 ALL FOUNDATION WALLS IN EXCAVATED AREAS TO BEAR ON AND BE FORMED BY CLEANED, UNDISTURBED, VIRGIN SUB-SOIL. 4 TYPICAL 1" OFFSET BETWEEN FACE OF FOUNDATION WALL AND EXTERIOR FACE OF STUD. 11 BSA LifeStructures 9365 Counselors Row Suite 300 Indianapolis, IN 46240-1478 ph 317.819.7878 fx 317.819.7288 www.bsalifestructures.com DESIGNED DRAWN APPROVED BSALS PROJECT NO. KEYPLAN PLAN NORTH DATE C:\Users\BChapman\21730002-ARCH_BSALS_CENTRAL_v2018_REVISED PLAN_BChapman.rvt 09/18/20 1:48:17 PM 21730002 Approver Author Designer A100 FOUNDATION PLAN 10-BED MEMORY CARE HOME STORY COTTAGE 18 SEPT 2020 CLIENT PROJECT NO. - 21730002 1/4" = 1'-0" 1 FOUNDATION PLAN MARK DATE DESCRIPTION Flip Hand of Home 05/27/21 V01C V01B V01A V02F V02E V02D V02C V02B V02A V05A V03B V03A DMR1 DMR2 DMR3 DMR4 DMR5 DMR6 DMR1 DMR2 DMR3 DMR4 DMR5 DMR6 DMR1 DMR2 DMR3 DMR4 DMR5 DMR6 PB05 PB06 PB07 PB08 PB09 PB10 PB03 PB01 PB04 PB12 C1(11) K2(2) K3(3) N2(8) D2(4) PB11(4) N3(2) N4(2) PB13(4) PB04(8) R1(2) PB02(28) D4(9) A1(6) M1(25) L2(2) B3(3) 4-09-08 11-04 3-03-02 4-08-12 11-04 22-01-02 17-00-00 6-11-13 5-02-08 6-04-09 5-05-02 6-03-13 21-11-08 4-08-12 105-11-10 11-04 5-09-02 99-03-04 105-11-10 2-08-12 6-05-00 3-07-04 19-08-14 12-08-06 2-08-08 6-01-00 2-08-08 10-05-12 67-02-00 12-05-00 5-08-04 17-02-08 9-09-14 22-00-06 67-02-00 3-11-08 27-07-00 4-06-00 2-09-10 16-08-00 12-01-00 2-07-06 18-05-08 63-05-00 5-00-00 4-09-08 5-00-00 4-09-08 3-00-10 17-06-00 21-11-08 2-11-10 16-05-08 2-00-00 2-00-00 9-00 5-12 2-00-00 5-04 1-05-08 2-00-00 5-12 2-00-00 8-08 2-00-00 2-00-00 8-04 2-00-00 1-04-10 11-09-08 4-00 22-07-04 3-08 12-05-04 3-08 18-05-08 4-00 8-07-06 4-00 1-08-02 IMPORTANT THISDRAWING ISFOR FIELD PLACEMENT OF INDIVIDUAL COMPONENTSONLY, AND DOESNOT CONSTITUTEAN ENGINEERED DOCUMENT. NOTE PROPER BEARING AND BEARING DESIGN INCLUDING ANCHORAGE, ISTHERESPONSIBILITY OF THEBUILDING DESIGNER, ARCHITECT AND / OR BUILDING ENGINEER. REFER TO INDIVIDUAL TRUSSDESIGNSFOR REACTIONS, MINIMUM REQUIRED BEARING SIZE, UPLIFT, AND ADDITIONAL LOADS. 84 COMPONENTSDOESNOT ASSUMERESPONSIBILITY IN THESEAREASOF CONCERN. BRACING ERECTION, TEMPORARY, AND PERMANENT BRACING ISTHE RESPONSIBILITY OF THECONTRACTOR AND / OR BUILDING DESIGNER. REFER TO INDIVIDUAL TRUSSDESIGNSFOR ADDITIONAL BRACING REQUIREMENTS. REFER TO BCSI-B1 SUMMARY SHEET. THESTRUCTURAL BUILDING COMPONENTS ASSOCIATION COMMENTARY, AND RECOMMENDATIONSFOR HANDLING, INSTALLING &BRACING METAL PLATECONNECTED WOOD TRUSSES. www.sbcindustry.com INSTALLATION DO NOT CUT, DRILL, OR ALTER TRUSSES. ANY QUESTIONS CALL 84 COMPONENTS. PROPER INSTALLATION, AND HANDLING OF COMPONENTSISTHERESPONSIBILITY OF THE ERECTING CONTRACTOR. 84 COMPONENTSMUST BE NOTIFIED OF ANY PROBLEMS, AND AFFORDED THE OPPORTUNITY TO REVIEW, AND MAKENECESSARY CORRECTIONS, OR NO BACK CHARGESWILL BEACCEPTED OR APPROVED. WARNING WARNINGS, AND INSTRUCTIONSFOR ERECTION OF COMPONENTSAREINCLUDED IN THEDELIVERY PACKAGE. KEEP THISINFORMATION ON THEJOB SITE. THESE DOCUMENTSWILL ALSO BENEEDED FOR JOB SITE INSPECTION. MISUSEAND IMPROPER INSTALLATION OF COMPONENTSMAY RESULT IN FAILURE, BODILY INJURY, LOSS OF PROPERTY, AND / OR LIFE. RoofArea: Overhang Length: Eave Length: HipLength: ValleyLength: Ridge Length: SHEETNUMBER: SCALE: NTS TCLL: 20.0 lb/ft² TCDL: 10.0 lb/ft² BCLL: 0.0 lb/ft² BCDL:10.0 lb/ft² Building Code: IBC 2018 Wind Speed: 115 mph On-Center Spacing: 24" U.N.O. 6911.11 SF 348.62 LF 300.79 LF 8.64 LF 134.77 LF 225.99 LF THIS LAYOUTIS INTENDED FOR THE PURPOSE OF TRUSS LOCATION AND PLACEMENTONLY. REFER TO THE BUILDINGPLANS FOR ACTUAL BUILDINGCONSTRUCTION. Story Custom Development ROOF TRUSS PLACEMENTPLAN 22278A 1850 N Graham Road Franklin, Indiana 46131 Office:(317) 346-4274 Fax: (317) 346-0916 SUBMITTAL ONLY 11180 Westfield Blvd. Carmel, IN 46032 05/27/21 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. 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. 10/03/2015 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 05/27/21 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.07 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 OTHERS 2x4 SPF Stud WEDGE Left: 2x4 SPF Stud, Right: 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=150/4-8-0, 4=150/4-8-0, 6=140/4-8-0 Max Horz 2=40(LC 11) Max Uplift 2=-23(LC 12), 4=-23(LC 12) Max Grav 2=150(LC 1), 4=150(LC 1), 6=144(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. March 12,2019 05/27/21 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.09 0.05 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) 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: 22 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=134/4-8-0, 6=134/4-8-0, 7=166/4-8-0 Max Horz 8=90(LC 11) Max Uplift 8=-63(LC 12), 6=-63(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 14.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. March 12,2019 05/27/21 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.09 0.05 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) 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: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=108/5-5-6, 3=108/5-5-6, 4=173/5-5-6 Max Horz 1=-27(LC 10) Max Uplift 1=-9(LC 12), 3=-9(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. March 12,2019 05/27/21 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.19 0.08 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-6-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=131/6-6-1, 4=88/6-6-1, 5=253/6-6-1 Max Horz 1=47(LC 11) Max Uplift 1=-14(LC 12), 4=-23(LC 12) Max Grav 1=131(LC 1), 4=91(LC 20), 5=253(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. March 12,2019 05/27/21 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.14 0.24 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) 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: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=137/6-8-7, 3=137/6-8-7, 4=198/6-8-7 Max Horz 1=41(LC 9) Max Uplift 1=-12(LC 10), 3=-12(LC 10) Max Grav 1=310(LC 21), 3=310(LC 23), 4=365(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-S 0.20 0.40 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) 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: 29 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=175/10-1-3, 3=175/10-1-3, 4=309/10-1-3 Max Horz 1=65(LC 9) Max Uplift 1=-10(LC 10), 3=-10(LC 10) Max Grav 1=341(LC 21), 3=341(LC 23), 4=440(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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 7-10; Pg= 20.0 psf (ground snow); Pf=15.4 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 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 has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 BC WB Matrix-P 0.22 0.42 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=149/4-8-3, 3=149/4-8-3 Max Horz 1=31(LC 12) Max Uplift 3=-3(LC 12) Max Grav 1=325(LC 24), 3=325(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.21 0.33 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud 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. (lb/size) 1=112/8-7-8, 4=117/8-7-8, 5=381/8-7-8 Max Horz 1=63(LC 12) Max Uplift 4=-2(LC 12), 5=-8(LC 12) Max Grav 1=306(LC 25), 4=308(LC 27), 5=441(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-300/232 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) 0-10-4 to 5-1-3, Exterior(2) 5-1-3 to 8-5-12 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 TC BC WB Matrix-P 0.85 0.94 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=275/7-10-11, 3=275/7-10-11 Max Horz 1=57(LC 12) Max Uplift 3=-6(LC 12) Max Grav 1=388(LC 24), 3=388(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) 0-10-4 to 5-1-3, Exterior(2) 5-1-3 to 7-8-15 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.25 0.45 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=192/5-8-13, 4=192/5-8-13 Max Horz 1=11(LC 12) Max Grav 1=346(LC 24), 4=346(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-S 0.59 0.62 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=233/9-8-2, 4=-110/9-8-2, 5=572/9-8-2 Max Horz 1=43(LC 12) Max Uplift 4=-240(LC 23) Max Grav 1=363(LC 25), 4=183(LC 27), 5=642(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-376/160 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-10-4 to 3-10-4, Interior(1) 3-10-4 to 4-9-8, Exterior(2) 4-9-8 to 9-6-6 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=240. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-S 0.51 0.64 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) 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: 41 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 13-6-13. (lb) - Max Horz 1=76(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5, 6, 7 Max Grav All reactions 250 lb or less at joint(s) except 1=361(LC 26), 5=288(LC 29), 6=317(LC 28), 7=575(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-416/132 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-10-4 to 3-10-4, Interior(1) 3-10-4 to 8-8-3, Exterior(2) 8-8-3 to 13-5-1 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6, 7. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-S 0.17 0.29 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 59 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 17-5-7. (lb) - Max Horz 1=108(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 7, 9, 10, 12 Max Grav All reactions 250 lb or less at joint(s) except 1=287(LC 28), 7=267(LC 33), 8=375(LC 32), 9=418(LC 31), 10=411(LC 30), 12=400(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-9=-258/79 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-10-4 to 3-6-13, Interior(1) 3-6-13 to 12-6-13, Exterior(2) 12-6-13 to 17-3-11 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 9, 10, 12. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-S 0.17 0.29 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 81 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 21-4-2. (lb) - Max Horz 1=140(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 9, 11, 12, 14 Max Grav All reactions 250 lb or less at joint(s) except 9=267(LC 35), 1=286(LC 29), 10=375(LC 34), 11=435(LC 19), 12=407(LC 32), 14=415(LC 31), 15=394(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-11=-260/79 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-10-4 to 3-10-4, Interior(1) 3-10-4 to 16-5-8, Exterior(2) 16-5-8 to 21-2-6 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 11, 12, 14. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-S 0.44 0.60 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 101 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-13: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 7-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 7-10 REACTIONS. All bearings 25-2-13. (lb) - Max Horz 1=172(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 9, 11, 12, 13 Max Grav All reactions 250 lb or less at joint(s) except 9=267(LC 35), 1=361(LC 29), 10=376(LC 34), 11=419(LC 19), 12=424(LC 19), 13=378(LC 31), 15=503(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-11=-256/78, 2-15=-347/50 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-10-4 to 3-10-4, Interior(1) 3-10-4 to 20-4-3, Exterior(2) 20-4-3 to 25-1-1 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 11, 12, 13. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-S 0.44 0.59 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 123 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-18: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 8-11,7-12: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-10, 8-11, 7-12 REACTIONS. All bearings 29-1-7. (lb) - Max Horz 1=204(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 10, 12, 13, 14, 17 Max Grav All reactions 250 lb or less at joint(s) except 10=267(LC 37), 1=356(LC 30), 11=375(LC 36), 12=429(LC 19), 13=405(LC 34), 14=427(LC 33), 16=363(LC 32), 17=524(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-12=-261/80, 14-18=-273/106, 5-18=-255/65, 2-17=-379/102 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=29ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-10-4 to 3-10-4, Interior(1) 3-10-4 to 24-2-13, Exterior(2) 24-2-13 to 28-11-11 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 12, 13, 14, 17. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-S 0.42 0.58 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 12 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 147 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 5-17: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 10-13,9-14,8-15: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 11-12, 10-13, 9-14, 8-15 REACTIONS. All bearings 33-0-2. (lb) - Max Horz 1=237(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 12, 14, 15, 17, 19, 21 Max Grav All reactions 250 lb or less at joint(s) except 12=267(LC 39), 1=357(LC 31), 13=375(LC 38), 14=429(LC 19), 15=414(LC 19), 17=424(LC 35), 18=400(LC 34), 19=373(LC 33), 21=515(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 9-14=-259/82, 2-21=-373/103 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-10-4 to 4-1-13, Interior(1) 4-1-13 to 27-9-15, Exterior(2) 27-9-15 to 32-10-6 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 14, 15, 17, 19, 21. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.07 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 4=-18/Mechanical, 5=110/0-3-8 Max Horz 5=28(LC 10) Max Uplift 4=-357(LC 19) Max Grav 4=241(LC 25), 5=653(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=357. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.13 0.19 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 3-4: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=193/0-3-10, 4=96/0-2-4 Max Horz 5=44(LC 12) Max Uplift 4=-35(LC 26) Max Grav 5=430(LC 26), 4=298(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.16 0.09 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 43 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud 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. All bearings 8-3-8. (lb) - Max Horz 1=35(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5 except 1=-176(LC 1) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 2=472(LC 1), 6=281(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. Bottom chords 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) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) 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. 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except (jt=lb) 1=176. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. March 12,2019 05/27/21 1-8-2 10.07 12 Plate Offsets (X,Y)-- [1:0-2-4,0-1-12], [5:0-2-4,0-1-12], [6:Edge,0-2-0], [7:0-3-8,0-5-0], [9:0-3-8,0-5-0] LOADING (psf) TCLL (Roof Snow=20.0) 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 NO IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.24 0.66 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 73 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud *Except* 1-10,5-6: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=2811/(0-3-8 + Two SBP4 USP) (req. 0-4-7), 6=2342/(0-3-8 + Two SBP4 USP) (req. 0-3-11) Max Horz 10=-113(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2266/0, 2-3=-1845/0, 3-4=-1845/0, 4-5=-2098/0, 1-10=-2303/0, 5-6=-2166/0 BOT CHORD 8-9=0/1688, 7-8=0/1559 WEBS 3-8=0/2136, 4-8=-292/0, 4-7=0/308, 2-8=-512/0, 2-9=0/534, 1-9=0/1704, 5-7=0/1643 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 965 lb down at 1-7-2, 965 lb down at 3-7-2, 965 lb down at 5-7-2, and 965 lb down at 7-7-2, and 417 lb down at 9-7-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 8=-965(B) 11=-965(B) 12=-965(B) 15=-965(B) 16=-417(B) March 12,2019 05/27/21 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-R 0.28 0.29 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 58 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 11-5-0. (lb) - Max Horz 13=-108(LC 8) Max Uplift All uplift 100 lb or less at joint(s) except 12=-197(LC 25), 13=-109(LC 31), 10=-197(LC 31), 9=-109(LC 25) Max Grav All reactions 250 lb or less at joint(s) except 11=382(LC 28), 12=312(LC 27), 13=519(LC 25), 10=312(LC 29), 9=519(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) 0-1-12 to 3-1-12, Exterior(2) 3-1-12 to 3-7-0, Corner(3) 3-7-0 to 9-7-0, Exterior(2) 9-7-0 to 10-0-4, Corner(3) 10-0-4 to 13-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 12, 109 lb uplift at joint 13, 197 lb uplift at joint 10 and 109 lb uplift at joint 9. 10) Non Standard bearing condition. Review required. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 1-0-4 6-7-0 5-6-12 12-1-12 5-6-12 13-2-0 1-0-4 0-11-5 6-5-9 0-11-5 10.07 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.28 0.43 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.12 0.00 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 58 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=515/0-3-8, 9=515/0-3-8 Max Horz 9=108(LC 9) Max Uplift 7=-77(LC 10), 9=-92(LC 10) Max Grav 7=527(LC 27), 9=527(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-403/226, 3-4=-403/226 WEBS 3-8=-174/274, 4-7=-475/188, 2-9=-475/188 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-7-0, Exterior(2) 3-7-0 to 9-7-0, Interior(1) 9-7-0 to 10-0-4, Exterior(2) 10-0-4 to 13-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed; porch 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 9. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.13 0.24 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=160/5-10-5, 4=160/5-10-5, 6=204/5-10-5 Max Horz 2=-38(LC 8) Max Uplift 2=-23(LC 10), 4=-23(LC 10) Max Grav 2=318(LC 22), 4=318(LC 24), 6=367(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 15.4 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. March 12,2019 05/27/21 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-P 0.41 0.44 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.03 -0.00 (loc) 1 1 7 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud 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. (lb/size) 7=0/6-8-12, 2=249/6-8-12, 5=40/6-8-12, 6=310/6-8-12 Max Horz 2=38(LC 12) Max Uplift 2=-19(LC 12), 5=-99(LC 24) Max Grav 2=360(LC 26), 5=255(LC 28), 6=439(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 19.6 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide metal plate or equivalent at bearing(s) 5, 5 to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. March 12,2019 05/27/21 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.03 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.00 (loc) 6 6 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=16/Mechanical, 6=141/0-3-8, 5=-3/Mechanical Max Horz 6=16(LC 12) Max Uplift 3=-3(LC 9), 5=-9(LC 12) Max Grav 3=16(LC 1), 6=141(LC 1), 5=11(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. March 12,2019 05/27/21 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.15 0.16 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 3-4: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=166/0-3-8, 4=66/0-2-4 Max Horz 5=24(LC 12) Max Uplift 4=-75(LC 26) Max Grav 5=441(LC 26), 4=283(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 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 IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.20 0.23 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.02 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=190/0-3-8, 4=97/0-1-8 Max Horz 5=30(LC 12) Max Uplift 4=-32(LC 26) Max Grav 5=425(LC 26), 4=299(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.37 0.58 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.21 0.01 (loc) 4-5 4-5 4 l/defl >844 >628 n/a L/d 240 180 n/a PLATES MT20 Weight: 61 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 3-4,2-4: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS. (lb/size) 6=437/Mechanical, 4=437/0-3-8 Max Horz 6=176(LC 10) Max Uplift 4=-76(LC 10) Max Grav 6=469(LC 21), 4=469(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-117/315, 4-5=-116/315 WEBS 2-6=-355/0, 2-5=0/375, 2-4=-400/148 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) 0-1-12 to 4-4-11, Exterior(2) 4-4-11 to 11-0-15 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.47 0.59 0.42 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.21 0.01 (loc) 4-5 4-5 4 l/defl >839 >621 n/a L/d 240 180 n/a PLATES MT20 Weight: 63 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 3-4,2-4: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS. (lb/size) 4=442/0-3-8, 6=502/0-3-8 Max Horz 6=190(LC 10) Max Uplift 4=-76(LC 10) Max Grav 4=471(LC 25), 6=517(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-92/324, 4-5=-92/325 WEBS 2-6=-425/0, 2-5=0/372, 2-4=-413/117 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-11-7, Exterior(2) 8-11-7 to 11-11-7 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. March 12,2019 05/27/21