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HomeMy WebLinkAboutI35640183.84_Woods_at_Shelborne16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). December 20,2018 Liu, Xuegang Pages or sheets covered by this seal: I35640183 thru I35640239 My license renewal date for the state of Indiana is July 31, 2020. 84_Woods_at_Shelborne Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: 84 Woods at Shelborne 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 84_Woods_at_Shelborne Truss GE01 Truss Type MONOPITCH SUPPORTED Qty 2 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640183 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:02:45 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-HXE2Q8yWZP0niq3pFSIX2u_PmDHHittmpqOiLgy7Lxu Scale = 1:15.0 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 2x4 2x4 2x4 2x4 -1-0-0 1-0-0 1-11-8 1-11-8 1-1-0 2-4-11 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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 84_Woods_at_Shelborne Truss GE02 Truss Type Monopitch Supported Gable Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640184 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:02:46 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-mkoReUz8Kj8eK_e?oApmb5Xb3ddARK7w2U7Gu6y7Lxt Scale: 1"=1' Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 3x6 2x4 2x4 -1-0-0 1-0-0 3-3-8 3-3-8 0-9-0 1-10-3 4.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES 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 84_Woods_at_Shelborne Truss GE03 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640185 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:02:47 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-EwMprq_m50GVy8DCMtK?7J3mo0yoAn53H8tpQYy7Lxs Scale = 1:21.3 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x8 4x6 2x4 2x4 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 9-7-8 9-7-8 -1-0-0 1-0-0 4-9-12 4-9-12 9-7-8 4-9-12 10-7-8 1-0-0 0-10-0 2-10-1 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 84_Woods_at_Shelborne Truss GE04 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640186 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:02:52 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-au9iuY2vwZvn2v699QwAqMndX1g2r2yoQQaa5my7Lxn Scale = 1:35.1 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x8 4x6 3x6 2x4 2x4 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 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 84_Woods_at_Shelborne Truss GE05 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640187 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:02:53 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-24j46t2Xhs1eg3hMj8RPNaJoHR?DaVRxf4K8dCy7Lxm Scale = 1:27.2 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x8 4x6 2x4 2x4 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 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 84_Woods_at_Shelborne Truss GE06 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640188 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:02:55 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-?SrqWZ4oDUHMvNqkqZTtS?P0VFaR2AxE6OpEi5y7Lxk Scale = 1:43.7 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 19 18 17 15 14 13 12 11 10 9 8 52 16 4x6 3x6 3x4 3x4 3x4 3x4 8x8 8x8 5x6 8-5-13 8-5-13 14-11-0 6-5-3 16-9-3 1-10-3 25-3-0 8-5-13 -1-0-0 1-0-0 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 84_Woods_at_Shelborne Truss GE07 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640189 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:02:56 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-TfPDkv5Q_nPDXWPwOG_6_CxJWf15nsCOL2YoEXy7Lxj Scale = 1:25.8 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x8 4x6 2x4 2x4 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 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 84_Woods_at_Shelborne Truss GE08 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640190 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:02:58 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-P1Wz9b6gVPfxmqZJVh1a4d1SySVaFYXhpM1uJQy7Lxh Sheet Front Scale = 1:45.0 Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 16 15 14 13 12 11 10 9 8 4x6 4x8 3x8 8x8 8x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 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 84_Woods_at_Shelborne Truss GE09 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640191 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:01 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-pcC6nd9YoK1VdIIuBpaHhGe9FgkGS6S7VJGZwly7Lxe Scale = 1:24.4 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x8 4x6 2x4 2x4 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 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 84_Woods_at_Shelborne Truss GE10 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640192 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:02 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-IpmU_y9BZd9MFRt4kX5WETBKU346BXKGjz?6SBy7Lxd Scale = 1:61.2 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x8 5x6 3x6 3x8 5x6 5x6 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 84_Woods_at_Shelborne Truss GE11 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640193 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:05 2018 Page 1 ID:BHm343G?TZ_4gsKviQ1PdzyNcdj-iOScd_C3sYXx6vbfQffDs6pqaH5IOwMjQxEm3Wy7Lxa Scale = 1:22.2 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 -1-0-0 1-0-0 10-0-0 10-0-0 0-8-8 3-7-8 3.50 12 Plate Offsets (X,Y)-- [9:0-1-15,0-0-9] LOADING (psf) TCLL 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 84_Woods_at_Shelborne Truss J01 Truss Type MONO TRUSS Qty 3 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640194 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:06 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-Aa??qKChdsfok3ArzMASOJMrDhLc7M2sebzKbyy7LxZ Scale = 1:22.9 1 2 4 3 2x4 3x8 2x4 8-3-8 8-3-8 8-3-8 8-3-8 0-9-0 3-6-3 0-3-8 4.00 12 Plate Offsets (X,Y)-- [3:0-1-14,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 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 84_Woods_at_Shelborne Truss J02 Truss Type MONO TRUSS Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640195 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:06 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-Aa??qKChdsfok3ArzMASOJMx8hOi7NcsebzKbyy7LxZ Scale = 1:16.8 1 2 4 3 3x8 2x4 2x4 5-3-8 5-3-8 5-3-8 5-3-8 0-9-0 2-6-3 0-3-8 4.00 12 Plate Offsets (X,Y)-- [1:0-0-7,0-1-4], [3:0-1-12,0-0-9], [4:0-0-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 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 84_Woods_at_Shelborne Truss J03 Truss Type Jack-Open Qty 17 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640196 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:06 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-Aa??qKChdsfok3ArzMASOJMxbhNA7N3sebzKbyy7LxZ Scale = 1:20.2 1 2 5 3 4 3x8 5-9-8 5-9-8 -1-0-0 1-0-0 5-9-8 5-9-8 0-10-0 3-2-15 2-10-9 3-2-15 5.00 12 Plate Offsets (X,Y)-- [5:0-4-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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 84_Woods_at_Shelborne Truss M01 Truss Type Monopitch Qty 5 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640197 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:07 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-emZN2gDJOAnfLDl2X4hhxXuAZ4n7sqB?tFjt7Oy7LxY Scale = 1:15.0 1 2 3 5 4 2x4 2x4 3x4 2x4 1-10-12 1-10-12 -1-0-0 1-0-0 1-11-8 1-11-8 1-1-0 2-4-11 0-3-8 8.00 12 Plate Offsets (X,Y)-- [4:0-2-0,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 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 84_Woods_at_Shelborne Truss M02 Truss Type MONO TRUSS Qty 4 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640198 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:08 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-6z7lF0Ex9TwWzMKE5nCwUkRFmU2jbH_96vSQfry7LxX Scale = 1:18.6 1 2 3 5 4 3x8 2x4 2x4 6-3-8 6-3-8 -1-0-0 1-0-0 6-3-8 6-3-8 0-9-0 2-10-3 0-3-8 4.00 12 Plate Offsets (X,Y)-- [4:0-2-2,0-0-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 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 84_Woods_at_Shelborne Truss M03 Truss Type MONO TRUSS Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640199 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:08 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-6z7lF0Ex9TwWzMKE5nCwUkRF7U2abHz96vSQfry7LxX Scale = 1:17.8 1 2 4 3 3x8 2x4 2x4 6-3-8 6-3-8 6-3-8 6-3-8 0-9-0 2-10-3 0-3-8 4.00 12 Plate Offsets (X,Y)-- [3:0-1-14,0-0-7] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 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 84_Woods_at_Shelborne Truss M04 Truss Type MONO TRUSS Qty 4 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640200 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:09 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-a9h7SMFawn2NbWvQfVj90y_T7uQbKkNIKZC_CHy7LxW Scale = 1:16.8 1 2 3 5 4 3x8 2x4 2x4 5-3-8 5-3-8 -1-0-0 1-0-0 5-3-8 5-3-8 0-9-0 2-6-3 0-3-8 4.00 12 Plate Offsets (X,Y)-- [4:0-1-13,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 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 84_Woods_at_Shelborne Truss M05 Truss Type Monopitch Qty 16 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640201 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:10 2018 Page 1 ID:BHm343G?TZ_4gsKviQ1PdzyNcdj-3LFVghGCh5AECgUdCCEOZ9We7Ima38HSZDxXkjy7LxV Scale = 1:22.1 1 2 3 4 7 6 5 6x6 2x4 3x8 3x4 2x4 5-0-0 5-0-0 10-0-0 5-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 10-0-0 5-0-0 0-8-8 3-7-8 0-3-8 3.50 12 Plate Offsets (X,Y)-- [4:0-1-12,0-1-8], [5:0-2-0,0-0-10], [7:0-1-11,0-0-8], [7:0-2-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 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 84_Woods_at_Shelborne Truss MG01 Truss Type Monopitch Girder Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640202 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:11 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-XXptt1GqROI5qq3pmwmd5N3kFixEoeJboth4G9y7LxU Scale = 1:18.9 1 2 3 4 5 2x4 2x4 4x6 3x8 6-3-8 6-3-8 6-3-8 6-3-8 0-9-0 2-10-3 4.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 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 84_Woods_at_Shelborne Truss T01 Truss Type Common Qty 5 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640203 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:12 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-?kNG5NHSCiQyS_e?KdHseacvk5KRXxvk1XQeocy7LxT Scale = 1:35.1 1 2 3 4 5 6 7 10 9 8 4x6 5x12 3x4 3x4 8x8 8x8 9-11-8 9-11-8 19-11-0 9-11-8 -1-0-0 1-0-0 5-1-0 5-1-0 9-11-8 4-10-8 14-10-0 4-10-8 19-11-0 5-1-0 20-11-0 1-0-0 0-10-0 4-11-13 0-10-0 5.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-0], [2:0-1-12,0-0-12], [3:0-1-8,0-1-8], [5:0-1-8,0-1-8], [6:Edge,0-3-0], [6:0-1-12,0-0-12], [9:0-6-0,0-3-0] 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 84_Woods_at_Shelborne Truss T02 Truss Type Common Qty 4 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640204 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:13 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-TwweIjI4z0Yo38CCuLo5Bo84TVffGNZuFBABL2y7LxS Scale = 1:34.2 1 2 3 4 5 6 9 8 7 4x6 8x8 5x12 3x4 3x4 8x8 9-11-8 9-11-8 19-11-0 9-11-8 -1-0-0 1-0-0 5-1-0 5-1-0 9-11-8 4-10-8 14-10-0 4-10-8 19-11-0 5-1-0 0-10-0 4-11-13 0-10-0 5.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-0], [2:0-1-12,0-0-12], [3:0-1-8,0-1-8], [5:0-1-8,0-1-8], [6:Edge,0-3-0], [6:0-1-12,0-0-12], [8:0-6-0,0-3-0] LOADING (psf) TCLL 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 84_Woods_at_Shelborne Truss T03 Truss Type Common Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640205 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:14 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-x6U0W3JikJgfhHnOR2JKj?hGVv2s?td1UrvltUy7LxR Scale = 1:31.6 1 2 3 4 5 9 8 7 6 4x6 3x6 3x4 3x6 3x4 3x6 8x8 8-5-12 8-5-12 16-11-8 8-5-12 -1-0-0 1-0-0 5-1-0 5-1-0 9-11-8 4-10-8 16-11-8 7-0-0 0-10-0 4-11-13 2-0-13 5.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-0], [2:0-1-12,0-0-12], [3:0-1-12,0-1-8], [4:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL 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 84_Woods_at_Shelborne Truss T04 Truss Type Common Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640206 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:14 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-x6U0W3JikJgfhHnOR2JKj?hGhv4Y?_V1UrvltUy7LxR Scale = 1:27.2 1 2 3 4 5 8 7 6 4x6 8x8 8x8 3x8 7-5-8 7-5-8 14-11-0 7-5-8 -1-0-0 1-0-0 7-5-8 7-5-8 14-11-0 7-5-8 15-11-0 1-0-0 0-10-0 3-11-5 0-10-0 5.00 12 Plate Offsets (X,Y)-- [6:Edge,0-5-11], [6:0-1-12,0-0-0], [8:0-1-12,0-0-0], [8:Edge,0-5-11] LOADING (psf) TCLL 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 84_Woods_at_Shelborne Truss T05 Truss Type Common Qty 2 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640207 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:15 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-PJ2OjPJKVdoWJRMa?lqZGDEMuJMRkJPBjVfIPxy7LxQ Scale = 1:43.7 1 2 3 4 5 6 7 12 11 10 9 8 13 4x6 3x6 3x4 3x4 3x4 3x4 8x8 8x8 8-5-13 8-5-13 16-9-3 8-3-5 25-3-0 8-5-13 -1-0-0 1-0-0 6-5-0 6-5-0 12-7-8 6-2-8 18-10-0 6-2-8 25-3-0 6-5-0 26-3-0 1-0-0 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 84_Woods_at_Shelborne Truss T06 Truss Type Common Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640208 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:16 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-tVcmwlKzGxwNwbxnZTLooQmYSje?ThWKy9OrxNy7LxP Scale = 1:38.4 1 2 3 4 5 6 7 10 9 8 4x6 5x12 3x4 3x4 8x8 8x8 10-11-12 10-11-12 21-11-8 10-11-12 -1-0-0 1-0-0 5-7-2 5-7-2 10-11-12 5-4-10 16-4-6 5-4-10 21-11-8 5-7-2 22-11-8 1-0-0 0-10-0 5-4-14 0-10-0 5.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-0], [2:0-1-12,0-0-12], [3:0-1-8,0-1-8], [5:0-1-8,0-1-8], [6:Edge,0-3-0], [6:0-1-12,0-0-12], [9:0-6-0,0-3-0] 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 84_Woods_at_Shelborne Truss T07 Truss Type Common Qty 9 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640209 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:17 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-LhA985Lb1E2EYlWz7As1LeJij61TCBNUAp8PUpy7LxO Scale = 1:60.8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x6 5x6 3x6 8x8 3x6 4x8 3x4 3x6 3x4 3x6 3x6 8x8 9-1-0 9-1-0 17-11-8 8-10-8 26-10-0 8-10-8 35-11-0 9-1-0 -1-0-0 1-0-0 9-1-0 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 84_Woods_at_Shelborne Truss T08 Truss Type COMMON Qty 7 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640210 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:18 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-qukXLRMDoYA5Av59guOGurssPWNixebdPTty0Fy7LxN Scale = 1:60.8 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 3x6 5x6 3x6 8x8 3x6 3x4 3x6 4x8 3x4 4x6 10x10 3x6 9-1-0 9-1-0 17-11-8 8-10-8 26-8-4 8-8-12 35-7-8 8-11-4 -1-0-0 1-0-0 9-1-0 9-1-0 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 84_Woods_at_Shelborne Truss T09 Truss Type Common Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640211 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:20 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-mGsHm6NTK9QpPCFYoJQkzGxClK2?PXbwsnM358y7LxL Scale = 1:60.3 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 3x6 5x6 3x6 8x8 3x6 4x8 3x4 3x6 3x4 3x8 3x6 8x8 9-1-0 9-1-0 17-11-8 8-10-8 26-10-0 8-10-8 35-11-0 9-1-0 9-1-0 9-1-0 17-11-8 8-10-8 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 84_Woods_at_Shelborne Truss T10 Truss Type Common Qty 2 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640212 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:20 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-mGsHm6NTK9QpPCFYoJQkzGxDhK2zPXawsnM358y7LxL Scale = 1:60.2 1 2 3 4 5 6 7 14 13 12 11 10 9 8 3x6 5x6 3x6 8x8 3x6 4x8 3x4 3x8 3x4 3x8 8x8 3x6 9-1-0 9-1-0 17-11-8 8-10-8 26-10-0 8-10-8 35-11-0 9-1-0 9-1-0 9-1-0 17-11-8 8-10-8 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 84_Woods_at_Shelborne Truss T11 Truss Type Hip Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640213 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:21 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-ETPf_SO55TYg1MqkM0xzVUTPhkOF8_P35R6cday7LxK Scale = 1:62.7 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 3x6 5x12 3x6 8x8 3x6 3x4 4x6 3x4 3x4 3x4 4x6 8x8 3x6 9-0-0 9-0-0 17-9-8 8-9-8 18-1-8 0-4-0 26-11-0 8-9-8 35-11-0 9-0-0 9-0-0 9-0-0 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 84_Woods_at_Shelborne Truss T12 Truss Type Hip Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640214 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:22 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-ifz2BoPjsngXfWOwvjSC2h0XH7lXtSuDK5rA91y7LxJ Scale = 1:62.0 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 3x6 5x8 5x6 3x6 8x8 3x6 3x4 4x6 3x4 3x8 3x4 4x6 8x8 3x6 8-0-0 8-0-0 15-9-8 7-9-8 20-1-8 4-4-0 27-11-0 7-9-8 35-11-0 8-0-0 8-0-0 8-0-0 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 84_Woods_at_Shelborne Truss T13 Truss Type Hip Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640215 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:23 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-ArXQP8QMd4oOGgz7TRzRbvZkUX14cuDMZlbjhTy7LxI Scale = 1:61.8 1 2 3 4 5 6 14 13 12 11 10 9 8 7 15 8x8 5x8 5x8 8x8 3x8 3x4 4x6 3x4 3x8 3x4 4x6 3x6 7-0-0 7-0-0 13-9-8 6-9-8 22-1-8 8-4-0 28-11-0 6-9-8 35-11-0 7-0-0 7-0-0 7-0-0 13-9-8 6-9-8 22-1-8 8-4-0 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 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 84_Woods_at_Shelborne Truss T14 Truss Type Hip Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640216 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:23 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-ArXQP8QMd4oOGgz7TRzRbvZo?X5ics_MZlbjhTy7LxI Scale = 1:61.9 1 2 3 4 5 6 7 14 13 12 11 10 9 8 8x8 5x6 5x6 8x8 3x6 3x8 3x8 2x4 3x8 3x8 3x8 3x6 11-9-8 11-9-8 17-11-8 6-2-0 24-1-8 6-2-0 35-11-0 11-9-8 6-0-0 6-0-0 11-9-8 5-9-8 17-11-8 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 84_Woods_at_Shelborne Truss T15 Truss Type Hip Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640217 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:24 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-e25ocUQ_OOxFuqYJ18Ug765u1xNtLM1WnOKHEvy7LxH Scale = 1:61.9 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 8x8 5x6 3x8 5x6 8x8 3x8 MT18HS 3x8 3x8 2x4 3x8 3x8 3x8 3x8 MT18HS 9-9-8 9-9-8 17-11-8 8-2-0 26-1-8 8-2-0 35-11-0 9-9-8 5-0-0 5-0-0 9-9-8 4-9-8 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 84_Woods_at_Shelborne Truss T16 Truss Type Hip Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640218 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:25 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-6EfApqRc8i36W_7Vbs0vgKe8ULih4pdf024qmMy7LxG Scale = 1:61.8 1 2 3 4 5 6 7 14 13 12 11 10 9 8 8x8 5x8 3x6 5x8 8x8 3x8 MT18HS 4x8 3x4 3x4 3x4 4x8 3x8 MT18HS 7-9-8 7-9-8 17-11-8 10-2-0 28-1-8 10-2-0 35-11-0 7-9-8 7-9-8 7-9-8 14-6-13 6-9-5 21-4-3 6-9-5 28-1-8 6-9-5 35-11-0 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 84_Woods_at_Shelborne Truss TG01 Truss Type Common Girder Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640219 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:26 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-bQDY1ASEv?By77ii8ZX8CXBOLlAQpK6oFipNIoy7LxF Scale = 1:18.9 1 2 3 4 5 6 7 8 9 5x8 3x6 4x6 5x8 3x6 3x6 4-9-12 4-9-12 9-7-8 4-9-12 4-9-12 4-9-12 9-7-8 4-9-12 0-10-0 2-10-1 0-10-0 5.00 12 Plate Offsets (X,Y)-- [1:0-0-12,0-2-4], [5:0-0-12,0-2-15] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 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 84_Woods_at_Shelborne Truss TG02 Truss Type Common Girder Qty 1 Ply 2 84 Woods at Shelborne Job Reference (optional) I35640220 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:26 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-bQDY1ASEv?By77ii8ZX8CXBLrl48pEfoFipNIoy7LxF Scale = 1:42.1 1 2 3 4 5 6 10 9 8 7 11 12 13 14 15 16 17 18 19 6x16 5x8 7x16 MT18HS 12x12 4x8 3x12 4x8 3x12 6x16 6-5-0 6-5-0 12-7-8 6-2-8 18-10-0 6-2-8 25-3-0 6-5-0 6-5-0 6-5-0 12-7-8 6-2-8 18-10-0 6-2-8 25-3-0 6-5-0 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 84_Woods_at_Shelborne Truss TG02 Truss Type Common Girder Qty 1 Ply 2 84 Woods at Shelborne Job Reference (optional) I35640220 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:26 2018 Page 2 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-bQDY1ASEv?By77ii8ZX8CXBLrl48pEfoFipNIoy7LxF LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 1-5=-20 Concentrated Loads (lb) Vert: 9=-1405(B) 11=-1400(B) 12=-1405(B) 13=-1405(B) 14=-1405(B) 15=-1478(B) 16=-1405(B) 17=-1405(B) 18=-1405(B) 19=-2562(B) 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 84_Woods_at_Shelborne Truss TG03 Truss Type Common Girder Qty 1 Ply 2 84 Woods at Shelborne Job Reference (optional) I35640221 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:27 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-3cnxEWTsgJJplHHuiH2NlkjV78NyYgYyTMZxqEy7LxE Scale = 1:37.7 1 2 3 4 5 6 7 8 12 11 10 9 13 14 15 16 17 18 6x16 8x16 5x8 6x18 MT18HS 10x10 4x6 3x8 4x6 3x8 6x16 8x16 5-7-10 5-7-10 10-11-12 5-4-2 16-3-14 5-4-2 21-11-8 5-7-10 5-7-10 5-7-10 10-11-12 5-4-2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 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 84_Woods_at_Shelborne Truss TG03 Truss Type Common Girder Qty 1 Ply 2 84 Woods at Shelborne Job Reference (optional) I35640221 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:27 2018 Page 2 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-3cnxEWTsgJJplHHuiH2NlkjV78NyYgYyTMZxqEy7LxE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-8=-60, 1-7=-20 Concentrated Loads (lb) Vert: 11=-1461(F) 9=-2565(F) 13=-1405(F) 14=-1405(F) 15=-1405(F) 16=-1405(F) 17=-1405(F) 18=-1405(F) 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 84_Woods_at_Shelborne Truss TG04 Truss Type COMMON GIRDER Qty 1 Ply 2 84 Woods at Shelborne Job Reference (optional) I35640222 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:28 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-XpKJSrTURdRgNRs4G_ZcHyGejYrNHCF5i0IUNgy7LxD Scale: 1/2"=1' 1 2 3 4 5 6 7 10 9 8 19 20 21 22 8x8 3x6 4x6 8x8 3x6 8x8 3x4 2x4 3x4 2x4 3-5-8 3-5-8 6-7-8 3-2-0 9-9-8 3-2-0 13-3-0 3-5-8 3-5-8 3-5-8 6-7-8 3-2-0 9-9-8 3-2-0 13-3-0 3-5-8 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 84_Woods_at_Shelborne Truss TG04 Truss Type COMMON GIRDER Qty 1 Ply 2 84 Woods at Shelborne Job Reference (optional) I35640222 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:28 2018 Page 2 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-XpKJSrTURdRgNRs4G_ZcHyGejYrNHCF5i0IUNgy7LxD LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 11-15=-20 Concentrated Loads (lb) Vert: 9=-1389(F) 13=-1395(F) 17=-1390(F) 19=-1389(F) 20=-1389(F) 21=-1389(F) 22=-1389(F) 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 84_Woods_at_Shelborne Truss TG05 Truss Type Flat Girder Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640223 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:29 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-??uhfBU6CwZX_bRGqi4rq9pkcy9s0YeFxg21v7y7LxC Scale = 1:61.4 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 3x6 5x12 4x8 3x6 4x10 8x16 6x18 MT18HS 2x4 4x8 2x4 2x4 5x12 2x4 4x8 6x16 5x10 MT18HS 7-2-15 7-2-15 14-4-10 7-1-11 21-6-6 7-1-11 28-8-1 7-1-11 35-11-0 7-2-15 7-2-15 7-2-15 14-4-10 7-1-11 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 84_Woods_at_Shelborne Truss TG05 Truss Type Flat Girder Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640223 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:29 2018 Page 2 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-??uhfBU6CwZX_bRGqi4rq9pkcy9s0YeFxg21v7y7LxC 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-60, 9-16=-20 Concentrated Loads (lb) Vert: 4=-91(F) 14=-45(F) 6=-91(F) 12=-45(F) 17=-91(F) 18=-91(F) 19=-91(F) 20=-91(F) 21=-91(F) 22=-91(F) 23=-91(F) 24=-91(F) 25=-91(F) 26=-91(F) 27=-91(F) 28=-91(F) 29=-91(F) 30=-91(F) 31=-91(F) 32=-45(F) 33=-45(F) 34=-45(F) 35=-45(F) 36=-45(F) 37=-45(F) 38=-45(F) 39=-45(F) 40=-45(F) 41=-45(F) 42=-45(F) 43=-45(F) 44=-45(F) 45=-45(F) 46=-45(F) 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 84_Woods_at_Shelborne Truss V01 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640224 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:29 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-??uhfBU6CwZX_bRGqi4rq9pvfy820nmFxg21v7y7LxC Scale = 1:12.4 1 2 3 2x4 2x4 2x4 6-7-11 6-7-11 3-3-13 3-3-13 6-7-11 3-3-13 0-0-4 1-4-10 0-0-4 5.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 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 84_Woods_at_Shelborne Truss V02 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640225 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:30 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-TBS3tXVlzEhOcl0TNPb4NNL5jMc1lE0OAKnbRZy7LxB Scale = 1:8.5 1 2 3 2x4 2x4 2x4 3-5-9 3-5-9 0-0-4 1-1-14 4.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-P 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 84_Woods_at_Shelborne Truss V04 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640226 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:30 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-TBS3tXVlzEhOcl0TNPb4NNL6SMcKlDvOAKnbRZy7LxB Scale = 1:30.2 1 2 3 4 5 6 7 3x4 13 12 11 10 9 8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-6-6 10-6-6 17-2-14 6-8-8 10-6-6 10-6-6 17-2-14 6-8-8 0-0-4 4-4-10 1-7-2 5.00 12 Plate Offsets (X,Y)-- [4:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL 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 84_Woods_at_Shelborne Truss V05 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640227 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:31 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-xO0R4tWNkYpFEvafx66JvauDSmySUhHXO_X8z?y7LxA Scale = 1:25.0 1 2 3 4 5 9 8 7 6 3x4 3x6 3x8 2x4 2x4 2x4 2x4 2x4 15-2-14 15-2-14 8-6-6 8-6-6 15-2-14 6-8-8 0-0-4 3-6-10 0-9-2 5.00 12 Plate Offsets (X,Y)-- [1:0-1-3,Edge], [5:0-0-8,0-1-4], [5:Edge,0-2-8], [6:0-0-0,0-1-4] LOADING (psf) TCLL 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 84_Woods_at_Shelborne Truss V06 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640228 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:31 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-xO0R4tWNkYpFEvafx66JvauALmv2Ug6XO_X8z?y7LxA Scale = 1:21.3 1 2 3 4 3x6 4x8 3x6 2x4 13-0-12 13-0-12 6-6-6 6-6-6 13-0-12 6-6-6 0-0-4 2-8-11 0-0-4 5.00 12 Plate Offsets (X,Y)-- [1:0-0-6,Edge], [3:0-1-6,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 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 84_Woods_at_Shelborne Truss V07 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640229 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:32 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-PaaqHDX?Vrx6r39rVqeYSoRLi9EjD8rhdeGiWSy7Lx9 Scale = 1:16.6 1 2 3 4 2x4 3x4 2x4 2x4 9-0-12 9-0-12 4-6-6 4-6-6 9-0-12 4-6-6 0-0-4 1-10-10 0-0-4 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES 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 84_Woods_at_Shelborne Truss V08 Truss Type Valley Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640230 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:32 2018 Page 1 ID:3UEuF8kIici7KrL?tNYCOcy7NvI-PaaqHDX?Vrx6r39rVqeYSoRRt9EbD8VhdeGiWSy7Lx9 Scale = 1:9.8 1 2 3 2x4 2x4 2x4 5-0-2 5-0-2 5-0-12 0-0-10 2-6-6 2-6-6 5-0-12 2-6-6 0-0-4 1-0-10 0-0-4 5.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 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 84_Woods_at_Shelborne Truss V09 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640231 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:33 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-tm8CVZXdG93zTCk23X9n_?zXcZbgyb9qsI0F2uy7Lx8 Scale = 1:15.6 1 2 3 4 2x4 3x4 2x4 2x4 8-5-12 8-5-12 4-2-14 4-2-14 8-5-12 4-2-14 0-0-4 1-9-3 0-0-4 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES 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 84_Woods_at_Shelborne Truss V10 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640232 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:33 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-tm8CVZXdG93zTCk23X9n_?zYTZdhyaeqsI0F2uy7Lx8 Scale = 1:23.3 1 2 3 4 5 9 8 7 6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 13-11-6 13-11-6 8-10-10 8-10-10 13-11-6 5-0-12 0-0-4 3-8-7 1-7-2 5.00 12 Plate Offsets (X,Y)-- [1:0-2-15,0-1-8] LOADING (psf) TCLL 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 84_Woods_at_Shelborne Truss V11 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640233 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:35 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-q9GywFZtomJhiWuQAyBF4Q3wFNKfQTE7JcVM6my7Lx6 Scale = 1:53.1 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x6 4x6 3x6 3x4 3x6 4x6 33-1-6 33-1-6 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 84_Woods_at_Shelborne Truss V12 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640234 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:35 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-q9GywFZtomJhiWuQAyBF4Q3ypNHlQSC7JcVM6my7Lx6 Scale = 1:53.0 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 21 14 22 13 12 3x6 4x6 3x6 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 3x4 31-1-6 31-1-6 15-10-14 15-10-14 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 84_Woods_at_Shelborne Truss V13 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640235 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:36 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-ILpK7aaVZ4RYKgTdkgiUceb5Bnec9w5HYGEvfDy7Lx5 Scale = 1:44.6 1 2 3 4 5 6 7 13 12 11 10 9 8 3x4 4x6 3x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 27-9-12 27-9-12 13-10-14 13-10-14 27-9-12 13-10-14 0-0-4 5-9-8 0-0-4 5.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [7:0-1-8,0-1-8] LOADING (psf) TCLL 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 84_Woods_at_Shelborne Truss V14 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640236 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:36 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-ILpK7aaVZ4RYKgTdkgiUceb7VnfN9xqHYGEvfDy7Lx5 Scale = 1:38.2 1 2 3 4 5 6 7 13 12 11 3x4 14 10 15 9 8 4x6 3x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 23-9-12 23-9-12 11-10-14 11-10-14 23-9-12 11-10-14 0-0-4 4-11-8 0-0-4 5.00 12 Plate Offsets (X,Y)-- [11:0-1-4,0-0-0], [12:0-3-0,0-1-4], [12:0-0-0,0-1-12] LOADING (psf) TCLL 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 84_Woods_at_Shelborne Truss V15 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640237 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:37 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-mYNjLwa8KOZPyq2pINDj9r8FqAyDuNeQnw_TBfy7Lx4 Scale: 3/8"=1' 1 2 3 4 5 3x4 9 87 6 4x6 3x4 2x4 4x6 2x4 2x4 2x4 19-9-12 19-9-12 9-10-14 9-10-14 19-9-12 9-10-14 0-0-4 4-1-8 0-0-4 5.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [5:0-1-8,0-1-8], [7:0-1-4,0-0-0], [8:0-0-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 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 84_Woods_at_Shelborne Truss V16 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640238 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:38 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-Ekx5YGbm4hhFZ_d?r5lyh3hQPaLTdr7Z?aj0j5y7Lx3 Scale = 1:25.4 1 2 3 4 5 8 7 6 3x4 3x6 3x4 2x4 2x4 2x4 2x4 2x4 15-9-12 15-9-12 7-10-14 7-10-14 15-9-12 7-10-14 0-0-4 3-3-8 0-0-4 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 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 84_Woods_at_Shelborne Truss V17 Truss Type GABLE Qty 1 Ply 1 84 Woods at Shelborne Job Reference (optional) I35640239 PROBUILD, MOORESVILLE, IN 46158 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Dec 19 16:03:38 2018 Page 1 ID:dP6q1w9rTxnUbh9yLknLczzZMnA-Ekx5YGbm4hhFZ_d?r5lyh3hQnaH_drLZ?aj0j5y7Lx3 Scale = 1:19.2 1 2 3 4 5 3x8 3x6 2x4 3x8 4x6 11-9-12 11-9-12 5-6-14 5-6-14 6-2-14 0-8-0 11-9-12 5-6-14 0-0-4 2-3-14 0-0-4 2-3-14 5.00 12 Plate Offsets (X,Y)-- [1:0-7-3,Edge], [2:0-4-4,0-1-12], [3:0-3-8,0-1-10], [4:0-1-13,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr PRODUCT CODE APPROVALS LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 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 Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.36 0.33 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=266/11-9-12, 4=246/11-9-12, 5=313/11-9-12 Max Horz 1=19(LC 6) Max Uplift 1=-48(LC 6), 4=-32(LC 6), 5=-6(LC 7) Max Grav 1=306(LC 10), 4=246(LC 1), 5=378(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-390/114, 2-3=-300/130, 3-4=-344/112 BOT CHORD 1-5=-66/300, 4-5=-66/300 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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, 5. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.38 0.11 0.06 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: 35 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-9-12. (lb) - Max Horz 1=-28(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 8, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=282(LC 1), 8=339(LC 10), 6=339(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 8, 6. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.37 0.37 0.07 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: 45 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-9-12. (lb) - Max Horz 1=-36(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 9, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=461(LC 10), 6=461(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-346/147, 4-6=-346/147 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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, 5, 9, 6. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 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 IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.15 0.15 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: 63 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-12: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 23-9-12. (lb) - Max Horz 1=44(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 11, 13, 9, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=279(LC 1), 11=342(LC 10), 13=314(LC 1), 9=342(LC 11), 8=314(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-262/120, 5-9=-263/120 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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, 11, 13, 9, 8. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 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 IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.30 0.20 0.15 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: 77 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 27-9-12. (lb) - Max Horz 1=-52(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 7, 12, 13, 9, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=478(LC 1), 12=378(LC 10), 13=423(LC 1), 9=378(LC 11), 8=423(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-13=-305/134, 6-8=-305/134 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 12, 13, 9, 8. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 31-1-6 15-2-8 0-0-4 6-7-8 0-3-8 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-S 0.15 0.30 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 90 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 15-18: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 31-1-6. (lb) - Max Horz 1=59(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 17, 19, 20, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 1, 11 except 16=459(LC 1), 17=418(LC 10), 19=307(LC 1), 20=322(LC 10), 14=418(LC 11), 13=308(LC 1), 12=317(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-17=-260/118, 7-14=-259/118 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 19, 20, 14, 13, 12. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 17-10-14 17-10-14 33-1-6 15-2-8 0-0-4 7-5-8 1-1-8 5.00 12 Plate Offsets (X,Y)-- [1:0-1-2,Edge], [36:0-1-4,0-0-0], [36:0-3-0,0-1-4], [37:0-0-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.31 0.12 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 26 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 409 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3,23-25: 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 *Except* 37-40: 2x4 SPF-S Stud WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 33-1-6. (lb) - Max Horz 1=72(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 39, 41, 42, 43, 44, 45, 46, 47, 48, 49, 35, 34, 33, 32, 31, 30, 29, 28, 27 Max Grav All reactions 250 lb or less at joint(s) 26, 1, 38, 39, 41, 42, 43, 44, 45, 46, 47, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27 except 49=330(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) All plates are 2x4 MT20 unless otherwise indicated. 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, 39, 41, 42, 43, 44, 45, 46, 47, 48, 49, 35, 34, 33, 32, 31, 30, 29, 28, 27. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.40 0.15 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 13-11-6. (lb) - Max Horz 1=42(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 9, 7 Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=292(LC 1), 9=388(LC 10), 7=333(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-275/135, 4-7=-259/126 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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, 6, 9, 7. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 IRC2006/TPI2002 CSI. TC BC WB Matrix-P 0.45 0.28 0.04 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: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=145/8-5-12, 3=145/8-5-12, 4=300/8-5-12 Max Horz 1=15(LC 6) Max Uplift 1=-21(LC 6), 3=-23(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-P 0.13 0.33 0.00 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: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=158/4-11-8, 3=158/4-11-8 Max Horz 1=-8(LC 7) Max Uplift 1=-8(LC 6), 3=-8(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 IRC2006/TPI2002 CSI. TC BC WB Matrix-P 0.53 0.32 0.04 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: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=156/9-0-12, 3=156/9-0-12, 4=323/9-0-12 Max Horz 1=-16(LC 7) Max Uplift 1=-22(LC 6), 3=-25(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-S 0.56 0.35 0.07 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 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=203/13-0-12, 3=204/13-0-12, 4=517/13-0-12 Max Horz 1=-23(LC 7) Max Uplift 1=-23(LC 6), 3=-26(LC 7), 4=-1(LC 6) Max Grav 1=208(LC 10), 3=208(LC 11), 4=517(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-343/129 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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, 4. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.37 0.13 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 35 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-2-14. (lb) - Max Horz 1=34(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 9, 7 Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=281(LC 1), 9=369(LC 10), 7=314(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-265/125 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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, 6, 9, 7. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 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 IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.19 0.19 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 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 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 17-2-14. (lb) - Max Horz 1=47(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 11, 13, 10 except 8=-108(LC 11), 9=-130(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 11=297(LC 1), 13=366(LC 10), 10=322(LC 1), 9=311(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-13=-274/130 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 11, 13, 10 except (jt=lb) 8=108, 9=130. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 0.24 0.15 0.00 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: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=107/3-5-9, 3=107/3-5-9 Max Horz 1=31(LC 5) Max Uplift 1=-7(LC 4), 3=-12(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-7) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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) Gable requires continuous bottom chord bearing. 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) 1, 3. 6) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 7) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 IRC2006/TPI2002 CSI. TC BC WB Matrix-P 0.26 0.64 0.00 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: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=221/6-7-11, 3=221/6-7-11 Max Horz 1=-11(LC 7) Max Uplift 1=-11(LC 6), 3=-11(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 21-6-6 7-1-11 28-8-1 7-1-11 35-11-0 7-2-15 3-2-15 Plate Offsets (X,Y)-- [1:Edge,0-2-4], [3:0-2-12,0-2-0], [11:0-4-0,0-2-8], [15:0-6-8,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.96 0.59 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.45 -1.14 0.18 (loc) 11-13 11-13 9 l/defl >958 >374 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 215 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E *Except* 1-4: 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF 2100F 1.8E *Except* 1-16,8-9: 2x4 SPF No.2, 2-15,3-13,5-11,7-10: 2x4 SPF-S Stud BRACING- TOP CHORD 2-0-0 oc purlins (2-0-12 max.): 1-8, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-15, 7-9 REACTIONS. (lb/size) 16=2582/Mechanical, 9=2585/Mechanical Max Horz 16=81(LC 4) Max Uplift 16=-290(LC 3), 9=-291(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-2435/341, 1-2=-5525/637, 2-3=-5525/637, 3-5=-8193/936, 5-7=-8193/936, 8-9=-302/102 BOT CHORD 13-15=-960/8219, 11-13=-960/8219, 10-11=-647/5547, 9-10=-647/5547 WEBS 1-15=-655/5828, 2-15=-794/305, 3-15=-2892/334, 3-13=0/516, 5-11=-726/272, 7-11=-323/2839, 7-10=0/548, 7-9=-5863/666 NOTES- (11-12) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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) except (jt=lb) 16=290, 9=291. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 58 lb up at 1-11-12, 91 lb down and 58 lb up at 3-11-12, 91 lb down and 58 lb up at 5-11-12, 91 lb down and 58 lb up at 7-11-12, 91 lb down and 58 lb up at 9-11-12, 91 lb down and 58 lb up at 11-11-12, 91 lb down and 58 lb up at 13-11-12, 91 lb down and 58 lb up at 15-11-12, 91 lb down and 58 lb up at 17-11-12, 91 lb down and 58 lb up at 19-11-12, 91 lb down and 58 lb up at 21-11-12, 91 lb down and 58 lb up at 23-11-12, 91 lb down and 58 lb up at 25-11-12, 91 lb down and 58 lb up at 27-11-12, 91 lb down and 58 lb up at 29-11-12, and 91 lb down and 58 lb up at 31-11-12, and 91 lb down and 58 lb up at 33-11-12 on top chord, and 66 lb down at 1-11-12, 66 lb down at 3-11-12, 66 lb down at 5-11-12, 66 lb down at 7-11-12, 66 lb down at 9-11-12, 66 lb down at 11-11-12, 66 lb down at 13-11-12, 66 lb down at 15-11-12, 66 lb down at 17-11-12, 66 lb down at 19-11-12, 66 lb down at 21-11-12, 66 lb down at 23-11-12, 66 lb down at 25-11-12, 66 lb down at 27-11-12, 66 lb down at 29-11-12, and 66 lb down at 31-11-12, and 66 lb down at 33-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 December 20,2018 0-10-0 3-7-2 0-10-0 5.00 12 Plate Offsets (X,Y)-- [1:0-1-4,0-2-8], [3:0-1-8,0-1-8], [5:0-1-8,0-1-8], [7:0-0-15,0-1-13], [9:0-4-0,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB Matrix-MSH 0.65 0.48 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.03 (loc) 8-9 8-9 7 l/defl >999 >894 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 4-9: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=5492/0-3-8, 7=5296/0-3-8 Max Horz 1=-26(LC 14) Max Uplift 1=-318(LC 5), 7=-309(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-7321/440, 3-4=-6102/376, 4-5=-6102/376, 5-7=-7259/437 BOT CHORD 1-10=-397/6662, 9-10=-397/6662, 8-9=-368/6598, 7-8=-368/6598 WEBS 4-9=-232/4320, 5-9=-1163/112, 5-8=-47/1160, 3-9=-1237/116, 3-10=-49/1199 NOTES- (9-10) 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: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) 1=318, 7=309. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1395 lb down and 79 lb up at 0-4-12, 1389 lb down and 83 lb up at 2-4-12, 1389 lb down and 83 lb up at 4-4-12, 1389 lb down and 83 lb up at 6-4-12, 1389 lb down and 83 lb up at 8-4-12, and 1389 lb down and 83 lb up at 10-4-12, and 1390 lb down and 82 lb up at 12-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard Continued on page 2 December 20,2018 16-3-14 5-4-2 21-11-8 5-7-10 22-11-8 1-0-0 0-10-0 5-4-14 0-10-0 5.00 12 Plate Offsets (X,Y)-- [1:0-4-9,0-0-0], [1:1-7-6,0-3-0], [1:0-1-12,0-0-12], [1:0-0-12,0-2-12], [3:0-1-12,0-2-0], [5:0-1-12,0-2-0], [7:0-10-14,0-0-12], [7:0-11-0,0-6-8], [7:0-4-9,0-0-0], [7:0-0-12,0-2-12], [9:0-4-12,0-1-8], [12:0-4-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.52 1.00 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.38 0.12 (loc) 9-10 9-10 7 l/defl >999 >679 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 298 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 5-10,3-10: 2x4 SPF-S Stud SLIDER Left 2x8 SP 2400F 2.0E 2-9-13, Right 2x8 SP 2400F 2.0E 2-9-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=7782/0-3-8, 7=6475/0-3-8 Max Horz 1=-49(LC 6) Max Uplift 1=-437(LC 5), 7=-468(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-14177/792, 3-4=-10461/615, 4-5=-10448/615, 5-7=-13546/912 BOT CHORD 1-12=-706/12736, 10-12=-706/12736, 9-10=-757/12055, 7-9=-757/12055 WEBS 4-10=-361/7160, 5-10=-2684/366, 5-9=-253/3198, 3-10=-3447/253, 3-12=-127/3587 NOTES- (10-11) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-9 2x4 - 1 row at 0-2-0 oc, member 3-12 2x4 - 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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) except (jt=lb) 1=437, 7=468. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1405 lb down and 84 lb up at 2-1-4, 1405 lb down and 84 lb up at 4-1-4, 1405 lb down and 75 lb up at 6-1-4, 1461 lb down and 66 lb up at 8-1-4, 1405 lb down and 55 lb up at 10-1-4, 1405 lb down and 48 lb up at 12-1-4, and 1405 lb down and 67 lb up at 14-1-4, and 2565 lb down and 303 lb up at 16-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard Continued on page 2 December 20,2018 26-3-0 1-0-0 0-10-0 6-1-2 0-10-0 5.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-10], [2:0-2-8,0-1-12], [3:0-3-12,0-2-8], [4:0-2-8,0-1-12], [5:Edge,0-0-10], [8:0-6-0,0-6-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.49 0.78 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.46 0.13 (loc) 7-8 7-8 5 l/defl >999 >656 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 342 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 3-8: 2x4 SPF 2100F 1.8E, 4-7,2-10: 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 2-8 REACTIONS. (lb/size) 1=9585/0-3-8 (req. 0-4-0), 5=7756/0-3-8 Max Horz 1=-58(LC 6) Max Uplift 1=-547(LC 5), 5=-539(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-17607/1002, 2-3=-12565/728, 3-4=-12556/729, 4-5=-17006/1086 BOT CHORD 1-10=-899/15896, 8-10=-899/15896, 7-8=-916/15282, 5-7=-916/15282 WEBS 3-8=-457/9089, 4-8=-4147/449, 4-7=-263/3955, 2-8=-4827/366, 2-10=-181/4368 NOTES- (11-12) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=547, 5=539. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1400 lb down and 84 lb up at 1-4-12, 1405 lb down and 84 lb up at 3-4-12, 1405 lb down and 84 lb up at 5-4-12, 1405 lb down and 84 lb up at 7-4-12, 1405 lb down and 75 lb up at 9-4-12, 1478 lb down and 66 lb up at 11-4-12, 1405 lb down and 55 lb up at 13-4-12, 1405 lb down and 48 lb up at 15-4-12, and 1405 lb down and 67 lb up at 17-4-12, and 2562 lb down and 302 lb up at 19-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using Continued proprietary on page methods 2 (e.g. Stabilizer, etc.). December 20,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.26 0.44 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.01 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 2-6-10, Right 2x4 SPF-S Stud 2-6-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=833/0-3-8, 5=1030/0-3-8 Max Horz 1=23(LC 5) Max Uplift 1=-150(LC 5), 5=-209(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1334/273, 3-5=-1329/272 BOT CHORD 1-6=-205/1137, 5-6=-205/1137 WEBS 3-6=-158/810 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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) except (jt=lb) 1=150, 5=209. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 302 lb down and 88 lb up at 3-0-12, 302 lb down and 88 lb up at 5-0-12, and 302 lb down and 88 lb up at 7-0-12, and 188 lb down and 56 lb up at 9-0-12 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). 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 1-5=-20 Concentrated Loads (lb) Vert: 6=-302(F) 7=-302(F) 8=-302(F) 9=-188 December 20,2018 7-9-8 0-10-0 4-0-15 0-10-0 4-0-15 5.00 12 Plate Offsets (X,Y)-- [1:Edge,0-5-11], [2:0-4-0,0-1-13], [6:0-4-0,0-1-13], [7:Edge,0-5-11], [8:0-1-12,0-0-0], [9:0-1-12,0-2-4], [13:0-3-12,0-2-4], [14:0-1-12,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.59 0.92 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.79 0.15 (loc) 11 9-11 8 l/defl >999 >542 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 122 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 2-4,4-6: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 10-12: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 1-14,7-8: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals, and 2-0-0 oc purlins (2-9-7 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-13, 5-9 REACTIONS. (lb/size) 14=1425/Mechanical, 8=1425/Mechanical Max Horz 14=30(LC 6) Max Uplift 14=-55(LC 4), 8=-55(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2623/279, 2-3=-2351/293, 3-5=-3367/361, 5-6=-2351/293, 6-7=-2623/279, 1-14=-1351/193, 7-8=-1351/193 BOT CHORD 13-14=-107/558, 11-13=-294/3271, 9-11=-294/3271, 8-9=-107/558 WEBS 2-13=0/611, 3-13=-1150/145, 3-11=0/284, 5-11=0/284, 5-9=-1150/145, 6-9=0/611, 1-13=-64/1782, 7-9=-64/1782 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 8. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 17-11-8 8-2-0 26-1-8 8-2-0 30-11-0 4-9-8 35-11-0 5-0-0 0-10-0 4-10-15 0-10-0 4-10-15 5.00 12 Plate Offsets (X,Y)-- [1:0-1-12,0-0-12], [1:Edge,0-3-0], [3:0-3-0,0-2-4], [6:0-3-0,0-2-4], [8:0-1-12,0-0-12], [8:Edge,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.95 0.90 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.67 0.18 (loc) 14-15 14-15 9 l/defl >999 >640 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 127 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-15,8-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-7 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-6. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-14, 4-10, 2-15, 7-9 REACTIONS. (lb/size) 15=1425/Mechanical, 9=1425/Mechanical Max Horz 15=38(LC 6) Max Uplift 15=-36(LC 4), 9=-36(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-483/29, 2-3=-2468/297, 3-4=-2241/298, 4-6=-2241/298, 6-7=-2468/297, 7-8=-483/29, 1-15=-313/54, 8-9=-313/54 BOT CHORD 14-15=-262/2267, 12-14=-232/2851, 10-12=-232/2851, 9-10=-262/2267 WEBS 3-14=0/581, 4-14=-813/100, 4-12=0/284, 4-10=-813/100, 6-10=0/581, 2-15=-2132/331, 7-9=-2133/332 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 9. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 6-2-0 24-1-8 6-2-0 29-11-0 5-9-8 35-11-0 6-0-0 0-10-0 5-8-15 0-10-0 5-8-15 5.00 12 Plate Offsets (X,Y)-- [1:0-1-12,0-0-12], [1:Edge,0-2-12], [3:0-3-0,0-2-4], [5:0-3-0,0-2-4], [7:0-1-12,0-0-12], [7:Edge,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.59 0.70 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.39 -1.02 0.13 (loc) 8-9 8-9 8 l/defl >999 >419 n/a L/d 240 180 n/a PLATES MT20 Weight: 131 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 10-12: 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-14,7-8: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-5 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-14, 6-8 REACTIONS. (lb/size) 14=1425/Mechanical, 8=1425/Mechanical Max Horz 14=-46(LC 7) Max Uplift 14=-43(LC 6), 8=-43(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-630/18, 2-3=-2348/297, 3-4=-2110/300, 4-5=-2110/300, 5-6=-2348/297, 6-7=-630/18, 1-14=-376/57, 7-8=-376/57 BOT CHORD 13-14=-283/2301, 11-13=-179/2365, 9-11=-179/2365, 8-9=-283/2301 WEBS 3-13=0/559, 4-13=-466/86, 4-9=-466/86, 5-9=0/559, 2-14=-2023/372, 6-8=-2023/372 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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) 14, 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 28-11-0 6-9-8 35-11-0 7-0-0 0-10-0 6-6-15 0-10-0 6-6-15 5.00 12 Plate Offsets (X,Y)-- [1:Edge,0-5-11], [2:0-1-12,0-1-8], [3:0-4-8,0-2-0], [4:0-4-0,0-1-13], [5:0-1-12,0-1-8], [6:Edge,0-5-11], [7:0-1-12,0-0-0], [8:0-2-4,0-2-0], [13:0-2-4,0-2-0], [14:0-1-12,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.88 0.93 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.58 0.12 (loc) 9-12 9-12 7 l/defl >999 >740 n/a L/d 240 180 n/a PLATES MT20 Weight: 131 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-14,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-14 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. WEBS 1 Row at midpt 3-9 REACTIONS. (lb/size) 14=1498/Mechanical, 7=1481/Mechanical Max Horz 14=-53(LC 7) Max Uplift 14=-54(LC 6), 7=-54(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2794/336, 2-3=-2379/320, 3-4=-2084/325, 4-5=-2332/320, 5-6=-2758/336, 1-14=-1418/205, 6-7=-1401/205 BOT CHORD 13-14=-79/455, 12-13=-236/2510, 9-12=-117/2127, 8-9=-236/2476, 7-8=-56/450 WEBS 2-12=-458/132, 3-12=0/482, 4-9=0/462, 5-9=-469/133, 1-13=-180/2062, 6-8=-181/2034 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 14, 7. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 15-9-8 7-9-8 20-1-8 4-4-0 27-11-0 7-9-8 35-11-0 8-0-0 0-10-0 7-4-15 0-10-0 7-4-15 5.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [4:0-5-12,0-2-8], [5:0-3-0,0-2-4], [7:0-1-12,0-1-8], [8:Edge,0-5-11], [9:0-1-12,0-0-0], [10:0-2-8,0-2-0], [15:0-2-8,0-2-0], [16:0-1-12,0-0-0], [16:Edge,0-5-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.97 0.70 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.50 0.11 (loc) 13-15 13-15 9 l/defl >999 >856 n/a L/d 240 180 n/a PLATES MT20 Weight: 136 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-16,8-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-2-3 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13, 4-12, 7-12 REACTIONS. (lb/size) 16=1425/Mechanical, 9=1425/Mechanical Max Horz 16=-61(LC 7) Max Uplift 16=-63(LC 6), 9=-63(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2654/348, 2-4=-2029/324, 4-5=-1785/332, 5-7=-2030/324, 7-8=-2654/348, 1-16=-1344/214, 8-9=-1344/214 BOT CHORD 15-16=-99/490, 13-15=-239/2374, 12-13=-95/1784, 10-12=-239/2374, 9-10=-70/490 WEBS 2-13=-690/160, 4-13=-4/444, 5-12=-4/445, 7-12=-689/161, 1-15=-170/1890, 8-10=-170/1889 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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) 16, 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 17-9-8 8-9-8 18-1-8 0-4-0 26-11-0 8-9-8 35-11-0 9-0-0 0-10-0 8-2-15 0-10-0 8-2-15 5.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [4:0-6-0,0-2-2], [7:0-1-12,0-1-8], [8:Edge,0-5-11], [9:0-1-12,0-0-0], [10:0-2-8,0-2-0], [15:0-2-8,0-2-0], [16:0-1-12,0-0-0], [16:Edge,0-5-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.83 0.76 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.47 0.11 (loc) 9-10 13-15 9 l/defl >999 >901 n/a L/d 240 180 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x6 SPF No.2, 1-3,6-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-16,8-9: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-4-15 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13, 7-12 REACTIONS. (lb/size) 16=1425/Mechanical, 9=1425/Mechanical Max Horz 16=-69(LC 7) Max Uplift 16=-72(LC 6), 9=-72(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2639/361, 2-4=-1899/327, 4-5=-1644/339, 5-7=-1899/327, 7-8=-2639/361, 1-16=-1336/226, 8-9=-1336/226 BOT CHORD 15-16=-111/595, 13-15=-243/2351, 12-13=-75/1644, 10-12=-243/2351, 9-10=-83/595 WEBS 2-15=0/282, 2-13=-841/186, 4-13=-31/448, 5-12=-31/448, 7-12=-841/186, 7-10=0/282, 1-15=-160/1760, 8-10=-160/1760 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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) 16, 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 26-10-0 8-10-8 35-11-0 9-1-0 0-10-0 8-3-13 0-10-0 5.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [6:0-1-12,0-1-8], [7:Edge,0-5-11], [8:0-1-12,0-0-0], [9:0-2-8,0-1-8], [13:0-2-8,0-1-8], [14:0-1-12,0-0-0], [14:Edge,0-5-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.85 0.77 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.48 0.11 (loc) 8-9 9-11 8 l/defl >999 >890 n/a L/d 240 180 n/a PLATES MT20 Weight: 129 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3,5-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-14,7-8: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-11, 2-11 REACTIONS. (lb/size) 14=1425/Mechanical, 8=1425/0-3-8 Max Horz 14=-70(LC 7) Max Uplift 14=-72(LC 6), 8=-72(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2637/363, 2-4=-1876/325, 4-6=-1876/325, 6-7=-2637/363, 1-14=-1335/227, 7-8=-1335/227 BOT CHORD 13-14=-114/601, 11-13=-244/2349, 9-11=-244/2349, 8-9=-84/601 WEBS 4-11=-67/885, 6-11=-851/192, 6-9=0/285, 2-11=-851/192, 2-13=0/285, 1-13=-160/1752, 7-9=-160/1752 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 14, 8. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 26-10-0 8-10-8 35-11-0 9-1-0 36-11-0 1-0-0 0-10-0 8-3-13 0-10-0 5.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [6:0-1-12,0-1-8], [9:0-2-9,0-1-1], [9:0-3-0,0-2-0], [10:0-2-0,0-1-8], [14:0-2-8,0-1-8], [15:0-1-12,0-0-0], [15:Edge,0-5-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.91 0.77 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.48 0.11 (loc) 14-15 10-12 9 l/defl >999 >880 n/a L/d 240 180 n/a PLATES MT20 Weight: 131 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-15: 2x4 SP 2400F 2.0E, 7-9: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-12, 2-12 REACTIONS. (lb/size) 15=1420/Mechanical, 9=1497/0-3-8 Max Horz 15=-91(LC 7) Max Uplift 15=-72(LC 6), 9=-111(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2626/360, 2-4=-1866/323, 4-6=-1863/322, 6-7=-2599/354, 1-15=-1331/226, 7-9=-1409/279 BOT CHORD 14-15=-106/603, 12-14=-214/2339, 10-12=-203/2305, 9-10=-131/761 WEBS 4-12=-61/868, 6-12=-814/180, 6-10=0/282, 2-12=-851/191, 2-14=0/285, 1-14=-155/1739, 7-10=-73/1547 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 15 except (jt=lb) 9=111. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 17-11-8 8-10-8 26-8-4 8-8-12 35-7-8 8-11-4 0-10-0 8-3-13 0-11-7 5.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [7:0-1-12,0-1-8], [8:Edge,0-7-11], [9:0-1-12,0-0-0], [10:0-2-8,0-2-0], [14:0-2-0,0-1-8], [15:0-2-9,0-1-1], [15:0-3-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-S 0.90 0.75 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.48 0.10 (loc) 9-10 12-14 9 l/defl >999 >885 n/a L/d 240 180 n/a PLATES MT20 Weight: 130 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-15: 2x6 SPF No.2, 8-9: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 7-12 REACTIONS. (lb/size) 15=1485/0-3-8, 9=1409/Mechanical Max Horz 15=92(LC 6) Max Uplift 15=-111(LC 6), 9=-71(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2574/350, 3-5=-1835/318, 5-7=-1835/320, 7-8=-2534/349, 2-15=-1397/278, 8-9=-1321/223 BOT CHORD 14-15=-178/758, 12-14=-229/2281, 10-12=-230/2255, 9-10=-63/467 WEBS 3-14=0/284, 3-12=-816/180, 5-12=-60/850, 7-12=-797/182, 7-10=0/257, 2-14=-72/1528, 8-10=-167/1794 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 9 except (jt=lb) 15=111. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 9-1-0 17-11-8 8-10-8 26-10-0 8-10-8 35-11-0 9-1-0 36-11-0 1-0-0 0-10-0 8-3-13 0-10-0 5.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [7:0-1-12,0-1-8], [10:0-2-9,0-1-1], [10:0-3-0,0-2-0], [11:0-2-0,0-1-8], [15:0-2-0,0-1-8], [16:0-2-9,0-1-1], [16:0-3-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.89 0.75 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.49 0.11 (loc) 10-11 11-13 10 l/defl >999 >874 n/a L/d 240 180 n/a PLATES MT20 Weight: 132 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-16,8-10: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 3-13 REACTIONS. (lb/size) 16=1492/0-3-8, 10=1492/0-3-8 Max Horz 16=-83(LC 7) Max Uplift 16=-111(LC 6), 10=-111(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2589/351, 3-5=-1853/319, 5-7=-1853/319, 7-8=-2589/351, 2-16=-1404/278, 8-10=-1404/278 BOT CHORD 15-16=-170/762, 13-15=-201/2295, 11-13=-201/2295, 10-11=-131/762 WEBS 5-13=-55/850, 7-13=-814/179, 7-11=0/282, 3-13=-814/179, 3-15=0/282, 2-15=-70/1537, 8-11=-70/1537 NOTES- (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) except (jt=lb) 16=111, 10=111. 6) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 7) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.80 0.90 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.70 0.05 (loc) 8-9 8-9 8 l/defl >953 >371 n/a L/d 240 180 n/a PLATES MT20 Weight: 79 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-10,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 10=935/0-3-8, 8=935/0-3-8 Max Horz 10=-55(LC 7) Max Uplift 10=-80(LC 6), 8=-80(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-466/44, 3-4=-1124/164, 4-5=-1124/164, 5-6=-466/44, 2-10=-385/117, 6-8=-385/117 BOT CHORD 9-10=-134/1231, 8-9=-134/1231 WEBS 4-9=-4/549, 5-9=-325/170, 3-9=-325/170, 3-10=-970/206, 5-8=-970/206 NOTES- (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 10, 8. 6) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 7) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 0-10-0 6-1-2 0-10-0 5.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-0-12], [2:Edge,0-2-8], [6:0-1-12,0-0-12], [6:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.85 0.66 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.42 0.07 (loc) 9-11 9-11 8 l/defl >999 >710 n/a L/d 240 180 n/a PLATES MT20 Weight: 91 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-12,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-8 REACTIONS. (lb/size) 12=1122/0-3-8, 8=1122/0-3-8 Max Horz 12=61(LC 6) Max Uplift 12=-87(LC 6), 8=-87(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-532/115, 3-4=-1685/257, 4-5=-1685/257, 5-6=-532/115, 2-12=-435/152, 6-8=-435/152 BOT CHORD 11-12=-140/1626, 9-11=-25/1169, 8-9=-140/1626 WEBS 4-9=-38/574, 5-9=-282/165, 4-11=-38/574, 3-11=-282/165, 3-12=-1351/146, 5-8=-1351/146 NOTES- (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8. 6) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 7) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.62 0.38 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-8,4-6: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=654/0-3-8, 6=654/0-3-8 Max Horz 8=41(LC 6) Max Uplift 8=-66(LC 6), 6=-66(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-792/121, 3-4=-792/121, 2-8=-589/173, 4-6=-589/173 BOT CHORD 7-8=-134/509, 6-7=-120/509 WEBS 3-7=0/294, 2-7=-19/289, 4-7=-19/289 NOTES- (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 8, 6. 6) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 7) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 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 IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.64 0.56 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.27 0.03 (loc) 6-8 6-8 6 l/defl >999 >746 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6,2-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS. (lb/size) 6=664/Mechanical, 9=738/0-3-8 Max Horz 9=66(LC 6) Max Uplift 6=-25(LC 7), 9=-74(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-342/63, 3-4=-817/133, 5-6=-253/114, 2-9=-328/121 BOT CHORD 8-9=-110/884, 6-8=-12/602 WEBS 3-8=-260/136, 4-8=0/427, 4-6=-602/23, 3-9=-705/118 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 6, 9. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 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 IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.66 0.75 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.48 0.04 (loc) 8-9 8-9 7 l/defl >999 >491 n/a L/d 240 180 n/a PLATES MT20 Weight: 71 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-9,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-3 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=856/0-3-8, 7=783/Mechanical Max Horz 9=59(LC 6) Max Uplift 9=-76(LC 6), 7=-39(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-388/40, 3-4=-1009/150, 4-5=-1010/150, 5-6=-357/28, 2-9=-344/111 BOT CHORD 8-9=-141/1090, 7-8=-147/1103 WEBS 4-8=-5/490, 5-8=-293/157, 3-8=-279/151, 3-9=-892/185, 5-7=-937/201 NOTES- (7-8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 9, 7. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.65 0.75 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.48 0.04 (loc) 9-10 9-10 8 l/defl >999 >492 n/a L/d 240 180 n/a PLATES MT20 Weight: 72 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-10,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=854/0-3-8, 8=854/0-3-8 Max Horz 10=-51(LC 7) Max Uplift 10=-76(LC 6), 8=-76(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-388/40, 3-4=-1005/148, 4-5=-1005/148, 5-6=-388/40, 2-10=-344/110, 6-8=-344/110 BOT CHORD 9-10=-113/1087, 8-9=-113/1087 WEBS 4-9=-2/488, 5-9=-279/151, 3-9=-279/151, 3-10=-888/183, 5-8=-888/183 NOTES- (6-7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 10, 8. 6) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 7) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 CSI. TC BC WB Matrix-P 0.70 0.94 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.32 0.00 (loc) 1-3 1-3 3 l/defl >579 >223 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-3-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc bracing. REACTIONS. (lb/size) 3=1754/Mechanical, 1=1024/0-3-8 Max Horz 1=81(LC 4) Max Uplift 3=-124(LC 5), 1=-66(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 3=124. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 51 lb up at 2-0-12, and 763 lb down and 51 lb up at 4-0-12, and 772 lb down and 46 lb up at 6-1-12 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). 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 1-3=-20 Concentrated Loads (lb) Vert: 3=-772(F) 4=-763(F) 5=-763(F) December 20,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.34 0.19 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 37 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=463/0-3-0, 5=386/0-1-8 Max Horz 7=109(LC 6) Max Uplift 7=-54(LC 4), 5=-49(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-650/79, 3-4=-659/143, 2-7=-415/131 WEBS 4-5=-344/120, 3-6=-324/177, 4-6=-187/706, 2-6=-11/363 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.36 0.24 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.09 0.00 (loc) 4-5 4-5 l/defl >974 >684 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=278/0-3-8, 4=194/0-1-8 Max Horz 5=76(LC 6) Max Uplift 5=-85(LC 4), 4=-71(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 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 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 CSI. TC BC WB Matrix-SH 0.57 0.36 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.00 (loc) 3-4 3-4 l/defl >999 >383 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-4: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=242/0-3-8, 3=242/0-1-8 Max Horz 4=70(LC 6) Max Uplift 4=-6(LC 4), 3=-37(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.52 0.35 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.00 (loc) 4-5 4-5 l/defl >999 >396 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=317/0-3-8, 4=235/0-1-8 Max Horz 5=86(LC 6) Max Uplift 5=-44(LC 4), 4=-34(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-264/143 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.17 0.05 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 5 4-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=160/0-3-8, 4=45/0-1-8 Max Horz 5=82(LC 6) Max Uplift 5=-12(LC 6), 4=-36(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.44 0.29 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.13 0.05 (loc) 4-5 4-5 3 l/defl >999 >516 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=299/0-3-8, 3=151/Mechanical, 4=65/Mechanical Max Horz 5=102(LC 6) Max Uplift 5=-34(LC 6), 3=-59(LC 6) Max Grav 5=299(LC 1), 3=151(LC 1), 4=106(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-253/132 NOTES- (6-7) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 7) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 CSI. TC BC WB Matrix-SH 0.41 0.26 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.07 -0.10 0.00 (loc) 3-4 3-4 l/defl >916 >639 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 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=203/0-3-8, 3=203/0-1-8 Max Horz 4=60(LC 6) Max Uplift 4=-47(LC 4), 3=-74(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 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 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 CSI. TC BC WB Matrix-AS 0.78 0.39 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.31 -0.45 0.00 (loc) 3-4 3-4 l/defl >313 >212 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 1-4: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied. REACTIONS. (lb/size) 4=322/0-3-8, 3=322/0-1-8 Max Horz 4=91(LC 6) Max Uplift 4=-76(LC 4), 3=-114(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-255/101 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 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 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=114. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 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 IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.14 0.07 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 8-9: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-0-0. (lb) - Max Horz 15=109(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 15, 9, 10, 11, 12, 14 Max Grav All reactions 250 lb or less at joint(s) 15, 9, 10, 11, 12, 13, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 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) 15, 9, 10, 11, 12, 14. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 3x6 35-11-0 35-11-0 -1-0-0 1-0-0 17-11-8 17-11-8 35-11-0 17-11-8 36-11-0 1-0-0 0-10-0 8-3-13 0-10-0 5.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-3-0], [26:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.13 0.04 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 29 29 30 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 505 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 35-11-0. (lb) - Max Horz 58=-82(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 58, 30, 45, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 Max Grav All reactions 250 lb or less at joint(s) 58, 30, 44, 45, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 43, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 58, 30, 45, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 13-3-0 13-3-0 -1-0-0 1-0-0 6-7-8 6-7-8 13-3-0 6-7-8 14-3-0 1-0-0 0-10-0 3-7-2 0-10-0 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.09 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 107 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 13-3-0. (lb) - Max Horz 24=38(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joint(s) 24, 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 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) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6x8 2x4 2x4 2x4 2x4 2x4 8-4-0 8-4-0 10-11-12 2-7-12 21-11-8 10-11-12 -1-0-0 1-0-0 5-7-2 5-7-2 10-11-12 5-4-10 16-4-6 5-4-10 21-11-8 5-7-2 22-11-8 1-0-0 0-10-0 5-4-14 0-10-0 5.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-0-12], [2:Edge,0-3-0], [3:0-4-0,0-2-0], [5:0-4-0,0-2-0], [6:0-1-12,0-0-12], [8:Edge,0-3-0], [12:0-3-12,0-1-4], [12:0-0-0,0-1-12], [13:0-1-4,0-0-0], [19:0-1-6,0-1-0], [21:0-1-6,0-1-0], [29:0-1-6,0-1-0], [32:0-1-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.93 0.91 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.34 -0.89 0.05 (loc) 8-9 8-9 8 l/defl >480 >183 n/a L/d 240 180 n/a PLATES MT20 Weight: 241 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-16,6-8: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 9-10. REACTIONS. All bearings 8-4-0 except (jt=length) 8=0-3-8, 10=0-3-8, 10=0-3-8. (lb) - Max Horz 16=-55(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 8, 11, 10 except 16=-116(LC 6) Max Grav All reactions 250 lb or less at joint(s) 11, 13, 14, 15, 10, 10 except 16=839(LC 1), 8=902(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-329/121, 3-4=-1027/161, 4-5=-1027/161, 5-6=-495/35, 2-16=-333/146, 6-8=-395/113 BOT CHORD 15-16=-140/1137, 14-15=-140/1137, 13-14=-140/1137, 11-13=-140/1137, 10-11=-140/1137, 9-10=-140/1137, 8-9=-130/1156 WEBS 4-9=-1/483, 5-9=-339/170, 3-9=-318/181, 3-16=-1008/133, 5-8=-856/212 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 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) 8, 11, 10 except (jt=lb) 16=116. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 13-11-0 13-11-0 -1-0-0 1-0-0 6-11-8 6-11-8 13-11-0 6-11-8 14-11-0 1-0-0 0-10-0 3-8-13 0-10-0 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.09 0.02 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 114 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 13-11-0. (lb) - Max Horz 24=-39(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joint(s) 24, 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 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) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 6-5-0 6-5-0 12-7-8 6-2-8 18-10-0 6-2-8 25-3-0 6-5-0 26-3-0 1-0-0 0-10-0 6-1-2 0-10-0 5.00 12 Plate Offsets (X,Y)-- [2:Edge,0-2-12], [2:0-1-12,0-0-12], [4:0-2-12,0-2-0], [4:0-3-0,0-0-1], [6:0-1-14,0-0-0], [8:0-1-4,0-6-0], [17:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-SH 0.62 0.49 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.32 0.02 (loc) 18-19 18-19 8 l/defl >999 >556 n/a L/d 240 180 n/a PLATES MT20 Weight: 307 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-19,6-8: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 10-7-8 except (jt=length) 19=0-3-8, 16=0-3-8. (lb) - Max Horz 19=61(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 19 except 14=-107(LC 7), 8=-102(LC 7), 15=-347(LC 1) Max Grav All reactions 250 lb or less at joint(s) 13, 12, 11, 10, 9 except 14=1017(LC 1), 19=692(LC 1), 8=285(LC 11), 16=493(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-432/103, 3-4=-720/173, 4-5=0/270, 2-19=-387/146, 6-8=-300/156 BOT CHORD 18-19=-83/781, 16-18=0/263, 15-16=0/263, 14-15=0/263 WEBS 4-14=-778/96, 5-14=-400/184, 4-18=-51/577, 3-18=-346/172, 3-19=-500/76 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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) 19 except (jt=lb) 14=107, 8=102, 15=347. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 14-11-0 14-11-0 -1-0-0 1-0-0 7-5-8 7-5-8 14-11-0 7-5-8 15-11-0 1-0-0 0-10-0 3-11-5 0-10-0 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.09 0.03 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 126 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 14-11-0. (lb) - Max Horz 24=41(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joint(s) 24, 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 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) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-11-0 19-11-0 -1-0-0 1-0-0 9-11-8 9-11-8 19-11-0 9-11-8 20-11-0 1-0-0 0-10-0 4-11-13 0-10-0 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.09 0.02 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 17 17 18 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 194 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 19-11-0. (lb) - Max Horz 33=51(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 33, 18, 26, 27, 28, 29, 31, 32, 24, 23, 22, 21, 20, 19 Max Grav All reactions 250 lb or less at joint(s) 33, 18, 25, 26, 27, 28, 29, 31, 32, 24, 23, 22, 21, 20, 19 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 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) 33, 18, 26, 27, 28, 29, 31, 32, 24, 23, 22, 21, 20, 19. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 0-10-0 5.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.09 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 68 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-7-8. (lb) - Max Horz 16=31(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 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) 16, 10, 14, 15, 12, 11. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.09 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=203/3-3-8, 4=109/3-3-8 Max Horz 5=55(LC 5) Max Uplift 5=-48(LC 4), 4=-11(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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) 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 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) 5, 4. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018 YES IRC2006/TPI2002 CSI. TC BC WB Matrix-R 0.13 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=160/1-11-8, 4=45/1-11-8 Max Horz 5=69(LC 5) Max Uplift 5=-30(LC 6), 4=-32(LC 5) Max Grav 5=160(LC 1), 4=48(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (low-rise) gable end zone 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) 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 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) 5, 4. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). December 20,2018