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HomeMy WebLinkAboutTRUSS DRAWINGSRe: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Timberland Home Center-Brazil, IN. Liu, Xuegang Pages or sheets covered by this seal: I30273009 thru I30273104 My license renewal date for the state of Indiana is July 31, 2018. REAGAN_MODEL 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: REAGAN S 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. June 26,2017 Job REAGAN_MODEL Truss A1 Truss Type Roof Special Supported Gable Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273009 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:36:58 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-KPlkQ9Q54FYKsAhfEHqnz5MUu0TFAEXr5v7cE6z2SFp Scale = 1:58.0 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 4x6 4x4 4x6 3x4 2x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4-3-8 4-3-8 12-10-8 8-7-0 17-2-0 4-3-8 -1-0-0 1-0-0 8-7-0 8-7-0 17-2-0 Job REAGAN_MODEL Truss A2 Truss Type Roof Special Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273010 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:00 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-HnsUrrSMcto25Ur1MisF2WRmJq_Ke7c8ZCciJ?z2SFn Scale = 1:57.4 1 2 3 4 5 6 7 8 9 11 10 12 13 14 15 16 17 4x4 4x6 3x4 3x4 5x8 5x8 4x6 3x4 3x4 2x4 2x4 4-3-8 4-3-8 12-10-8 8-7-0 17-2-0 4-3-8 -1-0-0 1-0-0 4-3-8 4-3-8 8-7-0 4-3-8 12-10-8 4-3-8 17-2-0 4-3-8 18-2-0 1-0-0 0-9-7 9-4-7 0-9-7 Job REAGAN_MODEL Truss B1 Truss Type Roof Special Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273011 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:01 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-l_Qs3BT_MAwvjdQEwPNUbj_uiDNNNYLHnsLGrRz2SFm Scale = 1:57.4 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 16 17 18 19 20 21 4x6 4x4 4x4 4x6 4x4 5x6 5x6 4x6 3x4 3x4 3x4 3x4 3x10 3x4 4-0-0 4-0-0 4-3-8 0-3-8 5-8-0 1-4-8 5-11-8 0-3-8 10-3-0 4-3-8 14-6-8 4-3-8 Job REAGAN_MODEL Truss C1 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273012 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:03 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-hMYdUtUEuoAdyxZc1qPyg83DA1yJrQeaFAqNvJz2SFk Scale = 1:88.9 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 3x6 6x8 4x8 5x6 3x4 5x6 3x6 3x4 2x4 3x4 2x4 3x4 3x4 4x4 10x12 4x4 5x12 MT20HS 4x6 4x8 8-10-7 8-10-7 17-8-2 8-9-11 26-5-13 8-9-11 35-3-8 8-9-11 Job REAGAN_MODEL Truss C2 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273013 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:05 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-dlgNuZWUQPRKCFj?9FSQlZ9T0rgeJGNtiUJT_Cz2SFi Scale = 1:89.9 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 23 13 24 25 26 27 28 29 30 31 32 33 34 35 36 22 3x6 6x8 3x6 5x6 3x6 6x8 3x6 2x4 2x4 8x8 4x6 3x4 2x4 3x4 5x8 4x4 4x4 3x10 4x4 4x6 3x4 6-10-5 6-10-5 13-7-15 Job REAGAN_MODEL Truss C3 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273014 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:07 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-a8n7JEXly0h2RYtOGgUur_EpVeL6n9tAAooa25z2SFg Scale = 1:89.9 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 23 13 24 25 26 27 28 29 30 31 32 33 34 35 36 22 3x6 6x8 3x6 5x6 3x6 6x8 3x6 2x4 2x4 8x8 4x6 3x4 2x4 3x4 5x8 4x4 4x4 3x10 4x4 4x6 3x4 6-10-5 6-10-5 13-7-15 Job REAGAN_MODEL Truss C4 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273015 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:09 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-WWvukwZ?Uexmgs1mO5WMwPJBSS?iF0VTd6Hh7zz2SFe Scale = 1:84.0 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 3x6 6x8 3x6 5x6 4x4 5x6 4x6 3x4 2x4 6x8 4x6 3x4 2x4 5x8 4x4 4x4 3x10 4x6 4x4 8-8-13 8-8-13 17-4-14 8-8-1 26-0-15 8-8-1 34-8-1 Job REAGAN_MODEL Truss C5 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273016 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:10 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-_iTGyGadFx3dI0cyxo1bScsPYsNV_WIcsm1EfPz2SFd Scale = 1:87.5 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 3x6 6x8 3x6 5x6 4x4 5x6 3x6 2x4 2x4 8x8 5x6 WB 4x4 2x4 5x8 4x4 3x4 3x10 4x6 3x6 8-1-8 8-1-8 16-2-4 8-0-12 24-3-0 8-0-12 33-8-4 Job REAGAN_MODEL Truss D1 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273017 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:12 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-w5b0MybtnZJLXKlL3D43X1xlyf2DSQWvJ4WLkIz2SFb Scale = 1:68.0 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 2425 26 27 28 29 30 31 32 33 34 35 2x4 5x6 5x6 5x6 3x6 5x6 2x4 3x6 4x6 4x6 4x6 3x10 3x4 3x4 3x4 4x6 4x4 3x6 4x6 1-2-13 1-2-13 5-5-13 4-2-15 13-4-7 7-10-10 21-2-4 7-9-13 29-0-2 7-9-14 37-1-8 8-1-6 1-2-13 1-2-13 Job REAGAN_MODEL Truss D2 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273018 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:14 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-tUjnned8JAZ3ndvkAe6XdS05VTpowK8CnO?SoBz2SFZ Scale = 1:67.5 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 2x4 5x6 5x6 5x12 MT20HS 3x6 5x6 2x4 5x8 4x6 3x4 3x4 2x4 4x4 4x6 4x8 4x6 7-10-9 7-10-9 17-6-6 9-7-13 27-2-3 9-7-13 37-1-8 9-11-5 2-11-3 2-11-3 7-10-9 4-11-6 13-4-7 5-5-14 20-4-8 7-0-1 27-4-8 7-0-1 34-4-9 7-0-1 37-1-8 2-8-15 Job REAGAN_MODEL Truss D3 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273019 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:16 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-psqXCJeOqnpn0x36I38?it6QVGQYODLUEiUZt3z2SFX Scale = 1:82.1 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 2x4 5x6 5x6 5x6 5x12 MT20HS 3x6 5x6 5x6 3x6 2x4 4x8 2x4 3x10 3x10 3x4 3x4 3x4 4x6 4x8 4x4 4x6 3x6 4-7-9 4-7-9 13-4-7 8-8-13 Job REAGAN_MODEL Truss D3 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273019 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:16 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-psqXCJeOqnpn0x36I38?it6QVGQYODLUEiUZt3z2SFX NOTES- 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss D4 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273020 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:19 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-DRWgqLhG7iBLtOohzBiiKWkz2USUbZAxwgiDUOz2SFU Scale = 1:94.0 1 2 3 4 5 6 7 8 9 10 11 13 14 25 24 23 22 21 20 19 18 17 16 15 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 2x4 5x6 5x6 8x12 MT20HS 5x6 5x8 3x6 5x6 5x6 3x6 2x4 2x4 2x4 3x10 4x8 3x10 2x4 3x4 4x6 8x10 4x4 4x6 3x10 3x6 6-3-15 6-3-15 12-8-2 6-4-2 Job REAGAN_MODEL Truss D4 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273020 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:19 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-DRWgqLhG7iBLtOohzBiiKWkz2USUbZAxwgiDUOz2SFU NOTES- 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15. This connection is for uplift only and does not consider lateral forces. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss D5 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273021 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:21 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-9qeQF1iXfKS36ix45ckAPxpJYH8z3TgEO_BKYHz2SFS Scale = 1:85.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 15 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 2x4 5x6 5x6 8x12 MT20HS 5x6 5x8 3x6 5x6 5x6 3x6 2x4 2x4 2x4 3x10 4x8 3x10 2x4 3x4 4x6 8x10 4x4 4x6 3x10 3x6 6-3-15 6-3-15 12-8-4 Job REAGAN_MODEL Truss D5 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273021 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:22 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-e0CoTNj9QdawksWGeKFPx8MUIhUCowwNcext4jz2SFR NOTES- 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15. This connection is for uplift only and does not consider lateral forces. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss D6 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273022 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:24 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-aPJZu2lPyFqezAgfmkHt1ZRnUV9cGqyg4xQ_9bz2SFP Scale = 1:84.0 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 2x4 5x6 5x6 5x6 5x6 3x6 5x6 5x6 3x6 2x4 2x4 3x6 3x10 3x10 3x4 3x4 3x4 4x6 8x10 4x4 4x6 3x10 3x6 4-7-9 4-7-9 13-4-7 8-8-14 Job REAGAN_MODEL Truss D7 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273023 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:25 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-2btx5Ol1jYyVbKFrKSp6Zn_w7vVq?IzpJb9Xh2z2SFO Scale = 1:62.0 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 20 21 22 23 24 25 26 27 28 2x4 5x6 5x6 8x8 4x4 3x4 4x6 4x6 4x8 3x4 3x4 3x4 4x4 4x4 3x4 7-10-9 7-10-9 15-11-9 8-1-0 24-0-8 8-0-15 32-5-0 8-4-8 2-11-2 2-11-2 7-10-9 4-11-7 13-4-7 5-5-13 19-7-7 6-3-0 25-10-7 6-3-0 32-5-0 6-6-8 2-5-13 4-5-1 9-0-0 Job REAGAN_MODEL Truss D8 Truss Type Piggyback Base Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273024 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:27 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-__?hW4nHFACDqdPERtraeC3GYiCbTCM6mveemwz2SFM Scale = 1:62.1 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 21 22 23 24 25 26 27 28 29 30 2x4 5x6 5x8 4x6 4x4 3x4 4x4 4x4 5x10 4x6 3x10 3x4 3x4 4x4 3x4 4x6 5-5-12 5-5-12 13-4-7 7-10-11 22-8-15 9-4-9 32-5-0 9-8-1 1-2-12 1-2-12 5-5-12 4-3-0 9-5-1 3-11-5 13-4-7 3-11-5 19-7-7 Job REAGAN_MODEL Truss E1 Truss Type Piggyback Base Qty 4 Ply 1 REAGAN S Job Reference (optional) I30273025 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:28 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-SAZ3jQow0TK4Sn_Q?aMpBPbPG6YXCeXG?ZOBINz2SFL Scale = 1:73.5 12 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 18 19 20 21 22 23 24 25 26 27 3x4 6x8 3x4 2x4 4x4 4x6 3x4 2x4 2x4 8x8 4x4 2x4 3x10 3x4 4x4 7-9-8 7-9-8 15-6-4 7-8-12 23-3-0 7-8-12 32-8-8 9-5-8 -1-0-0 1-0-0 6-10-5 6-10-5 13-7-15 6-9-9 18-5-7 4-9-9 23-3-0 4-9-9 Job REAGAN_MODEL Truss F1 Truss Type Attic Qty 4 Ply 1 REAGAN S Job Reference (optional) I30273026 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:29 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-wM7SxmoYmnSx4xZcZIt2kd8bEWr2xCGPDD7lqpz2SFK Scale = 1:76.7 1 2 3 4 5 6 7 8 9 10 11 12 13 17 16 15 14 18 19 20 21 22 6x8 6x8 6x8 5x8 4x6 3x6 10x12 3x10 3x6 3x6 3x10 10x12 4x6 3x6 2x4 5x8 13-6-0 6-5-0 3-6-7 2-3-11 2-3-11 4-1-4 1-9-9 11-0-0 6-10-12 17-10-12 6-10-12 Job REAGAN_MODEL Truss F2 Truss Type Attic Qty 3 Ply 1 REAGAN S Job Reference (optional) I30273027 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:31 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-tlECMSqoIOieJFi?givWp2DwgJWYP6aihXcrviz2SFI Scale = 1:76.7 1 2 3 4 5 6 7 8 9 10 11 12 16 15 14 13 17 18 19 20 21 22 6x8 6x8 6x8 5x8 4x6 3x6 10x12 3x10 3x6 3x6 3x10 10x12 4x6 3x6 2x4 5x8 13-6-0 6-5-0 2-4-15 2-4-15 4-1-4 1-8-5 11-0-0 6-10-12 17-10-12 6-10-12 Job REAGAN_MODEL Truss G1 Truss Type Roof Special Girder Qty 1 Ply 3 REAGAN S Job Reference (optional) I30273028 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:33 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-p8Myn7s2q?yMZYsNo7y_uTJIQ7Dytwr?8r5yzaz2SFG Scale = 1:58.3 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 18 19 20 21 22 23 24 25 10x12 MT20HS 8x12 MT20HS 5x10 5x10 5x10 4x8 10x20 10x12 10x12 5x8 12x20 4x6 3x4 3x6 Special HUS26 Special HUS26 HUS26 Special Special 1-10-10 1-10-10 2-3-10 0-5-0 3-5-7 1-1-13 Job REAGAN_MODEL Truss G1 Truss Type Roof Special Girder Qty 1 Ply 3 REAGAN S Job Reference (optional) I30273028 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:33 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-p8Myn7s2q?yMZYsNo7y_uTJIQ7Dytwr?8r5yzaz2SFG NOTES- 11) * 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. 12) WARNING: Required bearing size at joint(s) 10, 2 greater than input bearing size. 13) Bearing at joint(s) 10, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss) or equivalent at 8-0-12 from the left end to connect truss(es) to back face of bottom chord. 17) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 12-0-12 from the left end to 14-0-12 to connect truss(es) to back face of bottom chord. 18) Fill all nail holes where hanger is in contact with lumber. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5048 lb down and 1497 lb up at 6-1-8, 2065 lb down at 10-0-12, and 2009 lb down at 16-0-12, and 2013 lb down at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-7=-60, 7-10=-60, 2-15=-20, 12-15=-20, 10-12=-20 Concentrated Loads (lb) Vert: 14=-5048(B) 13=-2065(B) 21=-2142(B) 22=-1987(B) 23=-2013(B) 24=-2009(B) 25=-2013(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G2 Truss Type Hip Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273029 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:47 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-PqCFjw0qXJjNEix4c4CGSQulPm?U9CG3M0UiTmz2SF2 Scale = 1:80.6 12 3 4 5 6 7 8 9 10 11 12 13 14 15 29 28 27 26 25 24 23 22 21 20 19 18 17 16 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 3x6 5x6 4x6 4x8 6x8 4x4 2x4 8x10 5x12 MT20HS 3x4 3x6 4x6 5x8 6x12 MT20HS 2x4 3x10 3x6 4x8 2x4 3x6 3x10 3x4 8x10 3x6 6x8 3x6 5x8 6x8 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 Job REAGAN_MODEL Truss G2 Truss Type Hip Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273029 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:47 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-PqCFjw0qXJjNEix4c4CGSQulPm?U9CG3M0UiTmz2SF2 NOTES- 10) The Fabrication Tolerance at joint 4 = 0% 11) * 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. 12) WARNING: Required bearing size at joint(s) 2 greater than input bearing size. 13) Refer to girder(s) for truss to truss connections. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=1477. 15) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 4-0-12 oc max. starting at 2-0-12 from the left end to 41-9-12 to connect truss(es) to front face of bottom chord. 18) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss) or equivalent spaced at 3-4-8 oc max. starting at 18-5-4 from the left end to 21-9-12 to connect truss(es) to front face of bottom chord. 19) Fill all nail holes where hanger is in contact with lumber. 20) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 221 lb down and 142 lb up at 16-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-14=-60, 14-15=-60, 2-20=-20, 16-19=-20 Concentrated Loads (lb) Vert: 26=-222(F) 27=-222(F) 25=-221(F) 22=-222(F) 33=-403(F) 34=-316(F) 35=-283(F) 36=-222(F) 37=-222(F) 38=-222(F) 39=-444(F) 40=-410(F) 41=-444(F) 42=-221(F) 43=-222(F) 44=-222(F) 45=-222(F) 46=-222(F) 47=-223(F) 48=-223(F) 49=-223(F) 50=-299(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G3 Truss Type Roof Special Girder Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273030 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:48 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-t0mdwG1TIcrEssWGAnjV?dQxiAXbusXCbgEF?Cz2SF1 Scale = 1:40.7 1 2 3 4 5 7 6 8 9 10 11 4x4 4x4 2x4 4x4 3x6 TJC37 3x4 3-10-0 3-10-0 7-10-0 4-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 3-10-0 1-10-0 7-10-0 4-0-0 0-9-7 2-9-7 6-9-7 2-9-7 12.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-9], [3:0-2-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * Job REAGAN_MODEL Truss G3 Truss Type Roof Special Girder Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273030 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:48 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-t0mdwG1TIcrEssWGAnjV?dQxiAXbusXCbgEF?Cz2SF1 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-5=-60, 2-6=-20 Concentrated Loads (lb) Vert: 11=-40(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G4 Truss Type Half Hip Girder Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273031 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:49 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-LDK07c253wz5T04SkUEkXrz2RasFdKNLqKzoXfz2SF0 Scale = 1:15.1 1 2 3 4 6 7 8 5 4x8 2x4 4x6 4x4 2x4 TJC37 Special LU24 1-4-1 1-4-1 6-0-0 4-7-15 -1-0-0 1-0-0 1-4-1 1-4-1 6-0-0 4-7-15 0-9-7 2-1-7 12.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-1], [3:0-6-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 Job REAGAN_MODEL Truss G4 Truss Type Half Hip Girder Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273031 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:49 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-LDK07c253wz5T04SkUEkXrz2RasFdKNLqKzoXfz2SF0 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 2-5=-20 Concentrated Loads (lb) Vert: 6=-14(B) 7=-38(B) 8=-38(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G5 Truss Type Piggyback Base Girder Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273032 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:52 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-lo08md4zMrMgKTp1PdoR9TbX0niHqUuoWICT7_z2SEz Scale = 1:88.4 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 27 28 29 30 31 32 33 34 35 36 3x6 6x8 3x6 8x8 5x10 7x12 MT20HS 3x6 2x4 2x4 10x12 6x8 4x4 2x4 5x8 4x6 2x4 3x10 5x8 4x4 10x12 4x8 HUS28 LU24 LU24 8-3-2 8-3-2 16-3-1 7-11-15 24-3-0 Job REAGAN_MODEL Truss G5 Truss Type Piggyback Base Girder Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273032 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:52 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-lo08md4zMrMgKTp1PdoR9TbX0niHqUuoWICT7_z2SEz NOTES- 12) H10A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 13) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 13. This connection is for uplift only and does not consider lateral forces. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use Simpson Strong-Tie HUS28 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent at 37-5-12 from the left end to connect truss(es) to back face of bottom chord. 16) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 39-4-4 from the left end to 41-4-4 to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-10=-60, 10-12=-60, 2-19=-20, 13-18=-20 Concentrated Loads (lb) Vert: 14=-2171(B) 35=-199(B) 36=-199(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G6 Truss Type Roof Special Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273033 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:54 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-iA7vBJ6DuScNanzQW2qvEugwAbQAIZc4zchZCsz2SEx Scale = 1:30.5 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 5x8 5x8 4x6 5x8 5x8 8x12 WB 3x4 3x6 8x8 8x8 6x8 6x8 3x4 3x6 6x10 HUS26 8x8 HUS26 HUS26 HUS26 HUS26 HUS26 TJC37 HUS26 HUS26 TJC37 TJC37 TJC37 TJC37 LU24 TJC37 TJC37 TJC37 TJC37 TJC37 0-2-4 0-2-4 0-3-10 0-1-6 2-2-7 1-10-13 4-1-6 1-10-15 6-6-9 2-5-3 8-6-12 Job REAGAN_MODEL Truss G6 Truss Type Roof Special Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273033 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:55 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-ANhHOf7sfmkEBxYc4lL8n6D5w?mP10sECGQ7kIz2SEw NOTES- 12) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 4-1-6 from the left end to connect truss(es) to back face of bottom chord, skewed 30.7 deg.to the right, sloping 0.0 deg. down. 13) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 5-4-11 from the left end to connect truss(es) to back face of bottom chord, skewed 22.9 deg.to the right, sloping 0.0 deg. down. 14) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 6-6-9 from the left end to connect truss(es) to back face of bottom chord, skewed 15.0 deg.to the right, sloping 0.0 deg. down. 15) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 7-5-15 from the left end to connect truss(es) to back face of bottom chord, skewed 6.5 deg.to the right, sloping 0.0 deg. down. 16) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 8-6-12 from the left end to connect truss(es) to back face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 17) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 9-7-9 from the left end to connect truss(es) to back face of bottom chord, skewed 6.5 deg.to the left, sloping 0.0 deg. down. 18) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 10-6-14 from the left end to connect truss(es) to back face of bottom chord, skewed 15.1 deg.to the left, sloping 0.0 deg. down. 19) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 11-8-12 from the left end to connect truss(es) to back face of bottom chord, skewed 23.0 deg.to the left, sloping 0.0 deg. down. 20) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 13-0-2 from the left end to connect truss(es) to back face of bottom chord, skewed 30.8 deg.to the left, sloping 0.0 deg. down. 21) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 14-7-11 from the left end to connect truss(es) to back face of bottom chord, skewed 33.5 deg.to the left, sloping 0.0 deg. down. 22) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 6-7=-60, 7-9=-60, 1-9=-20 Concentrated Loads (lb) Vert: 17=1(B) 16=-36(B) 14=-74(B) 13=-86(B) 12=-75(B) 11=-36(B) 10=1(B) 20=-1520(F) 21=-1520(F) 22=-1563(F=-1510, B=-54) 23=-1566(F=-1486, B=-80) 24=-1566(F=-1486, B=-80) 25=-1528(F=-1475, B=-54) 26=-1268(F) 27=-1272(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G7 Truss Type Jack-Closed Girder Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273034 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:55 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-ANhHOf7sfmkEBxYc4lL8n6D8w?kS1vQECGQ7kIz2SEw Scale = 1:38.7 1 2 3 5 4 6 7 8 5x6 2x4 4x6 4x6 5x10 HUS28 HUS28 2-9-4 2-9-4 5-6-8 2-9-4 2-9-4 2-9-4 5-6-8 2-9-4 0-9-7 6-3-15 12.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-6], [2:0-1-0,0-1-8], [4:0-3-0,0-2-4], [5:0-6-4,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job REAGAN_MODEL Truss G8 Truss Type Roof Special Girder Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273035 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:57 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6lp1pL86AN_yREi?CANcsXIStoQOVsYXgavDoBz2SEu Scale = 1:58.1 1 2 3 4 5 6 7 8 9 15 10 14 13 12 11 16 17 18 19 4x4 4x4 4x4 8x8 6x12 MT20HS 5x6 5x6 4x6 3x4 3x4 5x10 3x10 3x4 3x6 3x10 Special 2-0-0 2-0-0 3-8-0 1-8-0 5-11-8 2-3-8 10-3-0 4-3-8 14-6-8 4-3-8 18-10-0 4-3-8 -1-0-0 Job REAGAN_MODEL Truss G8 Truss Type Roof Special Girder Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273035 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:57 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6lp1pL86AN_yREi?CANcsXIStoQOVsYXgavDoBz2SEu NOTES- 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 6-10=-60, 2-15=-20, 14-15=-20, 13-14=-20, 11-13=-20, 9-11=-20 Concentrated Loads (lb) Vert: 3=-1(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G9 Truss Type Half Hip Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273036 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:59 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-28xoE0AMi?EggYrNJbQ4xyOr7cAzze5q7uOKt4z2SEs Scale = 1:57.8 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 4x8 3x4 2x4 6x8 4x6 4x6 3x4 2x4 3x4 3x10 2x4 2x4 3x10 2x4 4x8 2x4 4x8 LU24 4x6 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 3-8-11 3-8-11 7-2-4 3-5-9 12-4-9 Job REAGAN_MODEL Truss G9 Truss Type Half Hip Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273036 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:59 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-28xoE0AMi?EggYrNJbQ4xyOr7cAzze5q7uOKt4z2SEs NOTES- 12) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss) or equivalent at 2-0-12 from the left end to connect truss(es) to back face of bottom chord. 13) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 32-0-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-10=-60, 2-11=-20 Concentrated Loads (lb) Vert: 17=-222(B) 23=-403(B) 24=-316(B) 25=-283(B) 26=-222(B) 27=-222(B) 28=-222(B) 29=-222(B) 30=-221(B) 31=-221(B) 32=-221(B) 33=-221(B) 34=-221(B) 35=-221(B) 36=-221(B) 37=-226(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G10 Truss Type Hip Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273037 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:35 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-lWUjBptJMdC4os0mvY_SzuOmGx_QL_XHc9a32Tz2SFE Scale = 1:44.3 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 4x6 4x8 4x8 4x6 3x4 2x4 3x4 3x10 2x4 3x4 3x4 2x4 4x6 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 3-10-5 3-10-5 7-5-6 3-7-2 10-6-0 3-0-10 13-6-10 3-0-10 17-1-11 3-7-2 21-0-0 3-10-5 3-10-5 3-10-5 Job REAGAN_MODEL Truss G10 Truss Type Hip Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273037 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:35 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-lWUjBptJMdC4os0mvY_SzuOmGx_QL_XHc9a32Tz2SFE NOTES- 13) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 16-11-4 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-8=-60, 1-7=-20 Concentrated Loads (lb) Vert: 12=-210 14=-319(B) 9=-319(B) 19=-210 20=-406(B) 21=-210 22=-210 23=-283(B) 24=-210 25=-224(B) 26=-224(B) 27=-434(B=-224) 28=-434(B=-224) 29=-493(B=-283) 30=-406(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G11 Truss Type Attic Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273038 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:37 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-hvcTcVvZuETo1AA91z0w2JT9lkiOpsUa3T3A6Lz2SFC Scale = 1:81.7 1 2 3 4 5 6 7 8 9 10 11 12 13 17 16 15 14 18 19 20 21 22 6x8 6x8 6x8 5x8 10x12 4x6 3x6 3x6 3x6 10x12 4x6 3x6 3x6 3x6 2x4 5x8 THJA26 Special HGUS28-2 Special 8-0-0 6-5-0 3-5-12 3-5-12 6-10-4 3-4-8 11-0-0 Job REAGAN_MODEL Truss G11 Truss Type Attic Girder Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273038 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:37 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-hvcTcVvZuETo1AA91z0w2JT9lkiOpsUa3T3A6Lz2SFC NOTES- 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1476 lb down and 113 lb up at 6-10-0, and 718 lb down and 447 lb up at 15-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) Attic room checked for L/360 deflection. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-6=-70, 6-7=-60, 7-8=-60, 8-9=-70, 9-13=-60, 2-12=-20, 6-8=-10 Drag: 5-16=-10, 9-15=-10 Concentrated Loads (lb) Vert: 16=-1476(F) 15=-1476(F) 21=-718(F) 22=-718(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G12 Truss Type ATTIC GIRDER Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273039 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:39 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-eIjE1BwpQrjWHTKX8O3O8kZMpYFZHkQtXnYHBEz2SFA Scale = 1:76.3 1 2 3 4 5 6 7 8 9 13 12 11 10 14 16 15 17 18 19 3x6 4x4 10x12 6x8 6x8 12x20 2x4 3x6 10x12 4x4 3x6 2x4 6x8 5x8 3x6 4x6 LU24 LU24 13-6-0 6-5-0 3-6-7 4-1-4 4-1-4 11-0-0 6-10-12 17-10-12 6-10-12 19-10-8 1-11-12 22-0-0 2-1-8 4-1-4 4-1-4 Job REAGAN_MODEL Truss G12 Truss Type ATTIC GIRDER Qty 1 Ply 2 REAGAN S Job Reference (optional) I30273039 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:39 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-eIjE1BwpQrjWHTKX8O3O8kZMpYFZHkQtXnYHBEz2SFA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-90, 4-5=-90, 5-6=-105, 6-9=-90, 9-13=-30, 5-14=-15 Drag: 12-14=-15, 6-11=-15 Concentrated Loads (lb) Vert: 12=-161(B) 11=-163(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G13 Truss Type Jack-Closed Girder Qty 2 Ply 2 REAGAN S Job Reference (optional) I30273040 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:40 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6UHcFXxRB9rNuduji5adgx5bCyoC0GG1lRIqjgz2SF9 Scale = 1:41.4 1 2 3 4 6 5 7 2x4 5x6 5x6 3x4 3x6 2-10-14 2-10-14 6-0-0 3-1-2 -1-0-0 1-0-0 2-10-14 2-10-14 6-0-0 3-1-2 0-10-15 6-10-15 12.00 12 Plate Offsets (X,Y)-- [3:0-1-4,0-1-8], [5:0-3-0,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 Job REAGAN_MODEL Truss G13 Truss Type Jack-Closed Girder Qty 2 Ply 2 REAGAN S Job Reference (optional) I30273040 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:40 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6UHcFXxRB9rNuduji5adgx5bCyoC0GG1lRIqjgz2SF9 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 2=-358-to-4=-270 2) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-220(F=-200) Trapezoidal Loads (plf) Vert: 2=-358-to-4=-270 3) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-5=-195(F=-175) Trapezoidal Loads (plf) Vert: 2=-323-to-4=-235 4) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-5=-195(F=-175) Trapezoidal Loads (plf) Vert: 2=-323-to-4=-235 5) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-5=-195(F=-175) Trapezoidal Loads (plf) Vert: 2=-323-to-7=-256, 7=-269-to-4=-248 6) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-29, 2-5=-143(F=-123) Trapezoidal Loads (plf) Vert: 2=-249-to-4=-161 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-4, 2-5=-61(F=-49) Horz: 1-2=-8, 2-4=2 Trapezoidal Loads (plf) Vert: 2=-161-to-4=-73 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=1, 2-5=-29(F=-17) Horz: 1-2=-13, 2-4=-17 Trapezoidal Loads (plf) Vert: 2=-110-to-4=-22 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-27, 2-5=-147(F=-127) Horz: 1-2=7, 2-4=11 Trapezoidal Loads (plf) Job REAGAN_MODEL Truss G13 Truss Type Jack-Closed Girder Qty 2 Ply 2 REAGAN S Job Reference (optional) I30273040 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:40 2017 Page 3 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6UHcFXxRB9rNuduji5adgx5bCyoC0GG1lRIqjgz2SF9 LOAD CASE(S) Standard 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 2-5=-131(F=-111) Horz: 1-2=-26, 2-4=-22 Trapezoidal Loads (plf) Vert: 2=-207-to-4=-119 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 2-5=-131(F=-111) Horz: 1-2=-13, 2-4=-8 Trapezoidal Loads (plf) Vert: 2=-220-to-4=-132 17) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-100, 2-5=-120(F=-100) Trapezoidal Loads (plf) Vert: 2=-218-to-4=-130 18) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-220(F=-200) Trapezoidal Loads (plf) Vert: 2=-358-to-7=-291, 7=-308-to-4=-287 19) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 2-5=-150(F=-130) Trapezoidal Loads (plf) Vert: 2=-260-to-4=-172 20) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-2=-20, 2-5=-120(F=-100) Trapezoidal Loads (plf) Vert: 2=-218-to-4=-130 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-5=-215(F=-195) Horz: 1-2=5, 2-4=8 Trapezoidal Loads (plf) Vert: 2=-351-to-4=-264 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-5=-203(F=-183) Horz: 1-2=-10, 2-4=-6 Trapezoidal Loads (plf) Vert: 2=-325-to-4=-237 Job REAGAN_MODEL Truss G13 Truss Type Jack-Closed Girder Qty 2 Ply 2 REAGAN S Job Reference (optional) I30273040 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:40 2017 Page 4 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6UHcFXxRB9rNuduji5adgx5bCyoC0GG1lRIqjgz2SF9 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-40, 2-5=-203(F=-183) Horz: 1-2=-10, 2-4=-6 Trapezoidal Loads (plf) Vert: 2=-325-to-4=-237 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G14 Truss Type Diagonal Hip Girder Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273041 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:40 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6UHcFXxRB9rNuduji5adgx5d1ymN0E91lRIqjgz2SF9 Scale = 1:43.4 1 2 3 4 7 6 5 8 9 10 6x8 2x4 4x4 4x4 3x4 TJC37 TJC37 TJC37 TJC37 4-2-3 4-2-3 8-4-5 4-2-3 -1-5-0 1-5-0 4-2-3 4-2-3 8-4-5 4-2-3 0-10-15 6-9-14 8.49 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [7:Edge,0-5-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code Job REAGAN_MODEL Truss G14 Truss Type Diagonal Hip Girder Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273041 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:40 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6UHcFXxRB9rNuduji5adgx5d1ymN0E91lRIqjgz2SF9 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 9=-48(F=-24, B=-24) 10=-224(F=-112, B=-112) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss G15 Truss Type Flat Girder Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273042 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:41 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-agr_Ssy3yTzEWnTwGp5sD9eqAL7dlkxA_51NF6z2SF8 Scale = 1:32.6 1 2 4 6 3 5 2x4 3x4 2x4 4x4 LU24 3-7-0 3-7-0 3-7-0 3-7-0 4-10-5 5-10-5 1-0-0 4-10-5 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.19 0.18 Job REAGAN_MODEL Truss G16 Truss Type Roof Special Girder Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273043 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:42 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-2sPMfCzijm548x26pWc5lMB?OlUkUAyJDlnxoZz2SF7 Scale: 3/16"=1’ 1 2 4 3 6 5 7 8 3x6 2x4 4x8 3x4 3x4 3x4 4x4 3x4 LU24 3-7-0 3-7-0 3-7-0 3-7-0 11-10-9 1-0-0 8-10-12 10.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-0], [2:0-1-8,0-1-8], [5:0-2-12,0-2-0], [6:0-2-0,0-1-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 Job REAGAN_MODEL Truss G17 Truss Type Half Hip Girder Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273044 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:43 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-W3zktYzKT4Dxl5dINE7KIaj1j9ppDdsTRPWUK?z2SF6 Scale = 1:15.1 1 2 3 4 6 7 8 5 4x8 2x4 4x6 4x4 2x4 TJC37 Special LU24 1-4-1 1-4-1 6-0-8 4-8-7 -1-0-0 1-0-0 1-4-1 1-4-1 6-0-8 4-8-7 0-9-7 2-1-7 12.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-1], [3:0-6-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 Job REAGAN_MODEL Truss G17 Truss Type Half Hip Girder Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273044 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:37:43 2017 Page 2 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-W3zktYzKT4Dxl5dINE7KIaj1j9ppDdsTRPWUK?z2SF6 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 2-5=-20 Concentrated Loads (lb) Vert: 6=-14(B) 7=-38(B) 8=-38(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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 REAGAN_MODEL Truss H1 Truss Type Hip Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273045 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:01 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-_W2YfiBcEcUOws?mR0SY1NT2hPm4Rdw6aCtRyyz2SEq Scale = 1:81.6 1 34 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 14 22 23 24 25 26 27 28 29 30 31 32 33 34 3x6 5x6 3x6 6x8 3x6 5x8 4x8 3x4 2x4 5x10 3x10 2x4 3x4 3x4 3x4 3x4 6x8 5x12 MT20HS 3x10 4x8 9-7-1 9-7-1 18-1-14 8-6-13 26-8-11 8-6-13 35-3-8 8-6-13 43-5-0 8-1-8 Job REAGAN_MODEL Truss H2 Truss Type Hip Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273046 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:04 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-P5kgHkEVXXsznJkL68?Fe?5ZLdnDe_UZHA65YHz2SEn Scale = 1:80.4 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 23 24 25 26 27 28 29 30 31 32 3x6 6x8 3x6 5x6 5x6 5x8 3x6 3x4 2x4 6x18 5x12 MT20HS 3x4 2x4 4x4 3x4 3x4 4x8 5x8 8-10-7 8-10-7 17-8-2 8-9-11 26-5-13 8-9-11 35-3-8 8-9-11 43-5-0 8-1-8 -1-0-0 1-0-0 6-0-5 6-0-5 Job REAGAN_MODEL Truss H3 Truss Type Hip Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273047 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:05 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-tII3U4E7Ir_qOTJXgrXUBDeju16fNSyiVqrf5jz2SEm Scale = 1:91.5 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 3x6 6x8 3x6 6x8 3x4 5x6 3x6 2x4 2x4 4x4 2x4 3x4 3x4 2x4 5x12 MT20HS 6x8 4x4 5x12 MT20HS 4x6 8-10-7 8-10-7 17-8-2 8-9-11 26-5-13 8-9-11 Job REAGAN_MODEL Truss H4 Truss Type Half Hip Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273048 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:06 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-LUsRiQFl386h0dujDZ2jkQA4wQd961LrkUbCdAz2SEl Scale: 1/2"=1’ 1 2 3 4 5 6 7 2x4 3x4 3x6 3x4 4x4 6-0-0 6-0-0 -1-0-0 1-0-0 3-0-1 3-0-1 6-0-0 2-11-15 0-9-7 3-9-7 12.00 12 Plate Offsets (X,Y)-- [4:0-2-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 Job REAGAN_MODEL Truss H5 Truss Type Half Hip Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273049 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:07 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-pgQpvlGNqSEXenTwnGZyGej89qzRrTd?z8Kl9cz2SEk Scale = 1:34.0 1 2 3 4 5 6 4x4 2x4 3x4 3x6 3x4 3x4 6-0-0 6-0-0 -1-0-0 1-0-0 4-8-1 4-8-1 6-0-0 1-3-15 0-9-7 5-5-7 12.00 12 Plate Offsets (X,Y)-- [4:0-2-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. Job REAGAN_MODEL Truss H6 Truss Type Half Hip Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273050 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:07 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-pgQpvlGNqSEXenTwnGZyGejG3q?wrTF?z8Kl9cz2SEk Scale = 1:35.0 1 2 3 4 5 6 8 7 6x8 2x4 3x4 3x6 3x4 4x4 2x4 4-3-8 4-3-8 6-0-0 1-8-8 -1-0-0 1-0-0 2-8-1 2-8-1 5-0-10 2-4-9 6-0-0 0-11-6 0-9-7 5-10-1 3-10-1 2-0-0 12.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-0-6], [5:0-6-8,0-2-0], [8:0-2-0,0-2-4] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job REAGAN_MODEL Truss H7 Truss Type Half Hip Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273051 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:08 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-HtzB75H?bmNOFw16L_4BprFH_ECOaqx8Bo4Jh2z2SEj Scale: 3/16"=1’ 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 24 25 26 3x6 4x6 4x4 4x6 5x12 MT20HS 4x6 3x4 3x10 2x4 2x4 3x10 2x4 4x8 3x4 9-7-1 9-7-1 17-4-2 7-9-1 24-11-7 7-7-5 32-8-8 7-9-1 -1-0-0 1-0-0 4-9-15 4-9-15 9-7-1 4-9-2 17-4-2 7-9-1 24-11-7 7-7-5 Job REAGAN_MODEL Truss H8 Truss Type Half Hip Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273052 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:10 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-EF5yYnIG7Nd6VEBUSP6fuGLaM2sI2csRf5ZPmxz2SEh Scale = 1:67.8 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 24 25 26 27 28 3x4 6x8 3x4 4x4 4x6 4x6 3x4 3x6 2x4 3x4 3x4 3x4 4x4 4x4 8-1-13 8-1-13 16-2-14 8-1-1 24-3-15 8-1-1 32-8-8 8-4-9 -1-0-0 1-0-0 6-0-5 6-0-5 11-11-14 5-11-9 18-9-9 6-9-11 25-7-5 6-9-11 32-8-8 7-1-3 0-7-7 10-7-5 10.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-2-0], [9:Edge,0-3-8], [10:Edge,0-2-0], [11:0-1-8,0-1-8] Job REAGAN_MODEL Truss H9 Truss Type Half Hip Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273053 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:11 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-iSfKl7Juthlz6Omh06duRUtoHRCZn7dbulIzINz2SEg Scale = 1:76.3 12 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 24 25 26 27 28 29 3x6 4x6 3x4 3x4 3x6 4x6 2x4 3x4 3x4 3x10 3x4 4x4 4x4 3x6 8-1-13 8-1-13 16-2-14 8-1-1 24-3-15 8-1-1 32-8-8 8-4-9 -1-0-0 1-0-0 7-2-11 7-2-11 14-4-10 7-1-15 20-4-12 6-0-2 26-4-14 6-0-2 32-8-8 6-3-10 0-7-7 Job REAGAN_MODEL Truss H10 Truss Type Half Hip Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273054 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:02 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-Tjcws2CF?wcFX?ay_jznZa0OppG9ADLGpsd_UPz2SEp Scale: 1/2"=1’ 1 2 3 4 5 6 7 2x4 3x4 3x6 3x4 4x4 6-0-8 6-0-8 -1-0-0 1-0-0 3-0-1 3-0-1 6-0-8 3-0-7 0-9-7 3-9-7 12.00 12 Plate Offsets (X,Y)-- [4:0-2-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 Job REAGAN_MODEL Truss H11 Truss Type Half Hip Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273055 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:02 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-Tjcws2CF?wcFX?ay_jznZa0IQpGCACPGpsd_UPz2SEp Scale = 1:34.0 1 2 3 4 5 6 4x4 2x4 3x4 3x6 3x4 3x4 6-0-8 6-0-8 -1-0-0 1-0-0 4-8-1 4-8-1 6-0-8 1-4-7 0-9-7 5-5-7 12.00 12 Plate Offsets (X,Y)-- [4:0-2-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. Job REAGAN_MODEL Truss J1 Truss Type Jack-Closed Qty 15 Ply 1 REAGAN S Job Reference (optional) I30273056 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:11 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-iSfKl7Juthlz6Omh06duRUts1RLenHGbulIzINz2SEg Scale = 1:40.8 1 2 3 5 4 6 8x8 2x4 4x4 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-9-7 6-9-7 12.00 12 Plate Offsets (X,Y)-- [5:Edge,0-6-9] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J2 Truss Type Jack-Closed Qty 10 Ply 1 REAGAN S Job Reference (optional) I30273057 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:17 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-Wb0b0AOfTXV7qJDrNNkIgl7t_sO2A?XTGhlHW1z2SEa Scale = 1:40.6 1 2 4 3 5 8x8 2x4 4x4 6-0-0 6-0-0 6-0-0 6-0-0 0-9-7 6-9-7 12.00 12 Plate Offsets (X,Y)-- [4:Edge,0-6-9] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.58 0.24 0.08 Job REAGAN_MODEL Truss J3 Truss Type Jack-Closed Qty 3 Ply 1 REAGAN S Job Reference (optional) I30273058 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:20 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-xAikeCQXmSthhmyP2VI?INlUP4SaNMdvyf_x6Mz2SEX Scale = 1:38.8 1 2 3 4 7 6 5 8x8 2x4 4x4 3x4 3x4 4-3-8 4-3-8 6-0-0 1-8-8 -1-0-0 1-0-0 4-3-8 4-3-8 6-0-0 1-8-8 0-9-7 6-9-7 4-9-7 2-0-0 12.00 12 6.00 12 Plate Offsets (X,Y)-- [3:0-1-4,0-1-8], [6:0-2-0,0-2-4], [7:0-3-0,0-6-4] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code Job REAGAN_MODEL Truss J4 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273059 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:20 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-xAikeCQXmSthhmyP2VI?INlPl4QMNLavyf_x6Mz2SEX Scale = 1:38.0 1 2 4 3 5 8x8 2x4 4x4 5-6-8 5-6-8 5-6-8 5-6-8 0-9-7 6-3-15 12.00 12 Plate Offsets (X,Y)-- [4:Edge,0-6-9] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.48 0.20 0.07 Job REAGAN_MODEL Truss J5 Truss Type Jack-Closed Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273060 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:21 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-PNG6rYR9Xl?YJwXccDpEqbIf_Tps6pV3BJjVfoz2SEW Scale = 1:20.2 1 2 3 5 4 6 8x8 2x4 4x4 3-2-11 3-2-11 -1-0-1 1-0-1 3-2-11 3-2-11 0-9-12 3-5-2 9.72 12 Plate Offsets (X,Y)-- [5:Edge,0-6-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J6 Truss Type Jack-Closed Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273061 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:22 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-tZqU3uRnI37Px46o9wKTNorqlt8DrGlCPzT2BEz2SEV Scale = 1:19.2 1 2 3 5 4 6 8x8 2x4 4x4 3-0-1 3-0-1 -1-0-1 1-0-1 3-0-1 3-0-1 0-9-10 3-2-11 9.67 12 Plate Offsets (X,Y)-- [5:Edge,0-6-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J7 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273062 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:22 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-tZqU3uRnI37Px46o9wKTNorqht8drGpCPzT2BEz2SEV Scale = 1:15.8 1 2 3 5 4 8x8 2x4 3x4 2-2-6 2-2-5 -1-0-4 1-0-4 2-2-6 2-2-6 0-9-11 2-6-9 9.51 12 Plate Offsets (X,Y)-- [5:Edge,0-6-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.14 Job REAGAN_MODEL Truss J8 Truss Type Jack-Closed Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273063 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:23 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-LlNsGESQ3NFGYEh_jdriw0N?THUTaj?MedCcjhz2SEU Scale = 1:19.2 1 2 3 5 4 6 8x8 2x4 4x4 2-11-14 2-11-14 -1-0-2 1-0-2 2-11-14 2-11-14 0-9-12 3-2-11 9.67 12 Plate Offsets (X,Y)-- [5:Edge,0-6-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J9 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273064 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:23 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-LlNsGESQ3NFGYEh_jdriw0N?VHUgaj1MedCcjhz2SEU Scale = 1:17.6 1 2 3 5 4 8x8 2x4 4x4 2-7-4 2-7-4 -1-0-0 1-0-0 2-7-4 2-7-4 0-9-11 2-10-14 9.69 12 Plate Offsets (X,Y)-- [5:Edge,0-6-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.13 Job REAGAN_MODEL Truss J10 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273065 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:12 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-AeDiyTKWe_tqkYLtaq97zhQ7GrkrWlHk6P2Wqpz2SEf Scale = 1:19.7 1 2 3 5 4 6 8x8 2x4 4x4 3-1-0 3-1-0 -1-0-0 1-0-0 3-1-0 3-1-0 0-9-12 3-3-15 9.78 12 Plate Offsets (X,Y)-- [5:Edge,0-6-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J11 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273066 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:13 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-eqn4ApL8PI?hMiw38XgMWvzI0F4nECetL3n4NGz2SEe Scale = 1:12.2 1 2 3 5 4 8x8 2x4 3x4 1-3-13 1-3-13 -1-0-0 1-0-0 1-3-13 1-3-13 0-9-8 1-10-1 9.52 12 Plate Offsets (X,Y)-- [5:Edge,0-6-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J12 Truss Type Jack-Closed Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273067 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:13 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-eqn4ApL8PI?hMiw38XgMWvzGVF4bECdtL3n4NGz2SEe Scale = 1:13.8 1 2 3 5 4 6 8x8 2x4 4x4 2-0-10 2-0-10 -1-6-12 1-6-12 2-0-10 2-0-10 0-9-7 2-1-3 1-6-7 0-6-11 1-7-10 0-5-9 7.68 12 3.84 12 Plate Offsets (X,Y)-- [5:0-3-0,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 Job REAGAN_MODEL Truss J13 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273068 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:14 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-60LSN9LmAc7YzrVGhEBb26VS?fQXzfp1ajXdviz2SEd Scale = 1:16.9 1 2 3 5 4 6 8x8 2x4 4x4 2-8-7 2-8-7 -1-5-0 1-5-0 2-8-7 2-8-7 0-9-7 2-8-6 8.49 12 Plate Offsets (X,Y)-- [5:Edge,0-6-3] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Job REAGAN_MODEL Truss J14 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273069 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:14 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-60LSN9LmAc7YzrVGhEBb26VRFfQmzfr1ajXdviz2SEd Scale = 1:14.3 1 2 3 5 4 6 8x8 2x4 4x4 2-2-9 2-2-2 -1-6-12 1-6-12 2-2-9 2-2-9 0-9-7 2-2-7 7.68 12 Plate Offsets (X,Y)-- [5:0-3-0,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J15 Truss Type Jack-Closed Qty 8 Ply 1 REAGAN S Job Reference (optional) I30273070 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:15 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-aDurbVMOxvFPb?4SFyiqbK2fz3mfi6MAoNGAR8z2SEc Scale = 1:14.9 1 2 3 4 2x4 4x4 2x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-7-7 2-3-7 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.10 0.04 0.00 Job REAGAN_MODEL Truss J16 Truss Type Jack-Closed Qty 4 Ply 1 REAGAN S Job Reference (optional) I30273071 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:15 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-aDurbVMOxvFPb?4SFyiqbK2eS3m6i61AoNGAR8z2SEc Scale = 1:17.3 1 2 3 5 2x4 4 3x4 2x4 3x4 1-10-15 1-10-15 -1-0-0 1-0-0 1-10-15 1-10-15 0-10-15 2-9-14 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.14 Job REAGAN_MODEL Truss J17 Truss Type Jack-Closed Qty 4 Ply 1 REAGAN S Job Reference (optional) I30273072 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:16 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-2PSDoqN1iDNGD9fepfD37Xbo4S4ARZ6K110kzbz2SEb Scale = 1:27.3 1 2 3 5 4 6 2x4 3x4 2x4 4x4 3-10-15 3-10-15 -1-0-0 1-0-0 3-10-15 3-10-15 0-10-15 4-9-14 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Job REAGAN_MODEL Truss J18 Truss Type Jack-Closed Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273073 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:16 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-2PSDoqN1iDNGD9fepfD37XboYS4?RZBK110kzbz2SEb Scale = 1:28.3 1 2 4 3 5 2x4 3x4 2x4 4x4 4-1-8 4-1-8 4-1-8 4-1-8 0-10-15 5-0-7 12.00 12 Plate Offsets (X,Y)-- [1:0-1-4,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.24 Job REAGAN_MODEL Truss J19 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273074 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:17 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-Wb0b0AOfTXV7qJDrNNkIgl7yWsRTA0aTGhlHW1z2SEa Scale = 1:14.3 1 2 3 5 4 6 8x8 2x4 4x4 2-2-9 2-2-9 -1-6-12 1-6-12 2-2-9 2-2-9 0-9-7 2-2-7 7.68 12 Plate Offsets (X,Y)-- [5:0-3-0,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J20 Truss Type Jack-Closed Qty 4 Ply 1 REAGAN S Job Reference (optional) I30273075 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:18 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-?oazDWOHEqd_STo1w4FXDyg35GkDvS_dVLVr2Tz2SEZ Scale = 1:41.1 1 2 3 5 4 6 8x8 2x4 4x4 6-0-8 6-0-8 -1-0-0 1-0-0 6-0-8 6-0-8 0-9-7 6-9-15 12.00 12 Plate Offsets (X,Y)-- [5:Edge,0-6-9] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S Job REAGAN_MODEL Truss J21 Truss Type Jack-Closed Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273076 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:19 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-T_8LQsPv?8lq4dNDUonmlADE?g4VevFmj?EOavz2SEY Scale = 1:41.4 1 2 3 5 4 6 2x4 3x4 2x4 4x4 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-10-15 6-10-15 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Job REAGAN_MODEL Truss J22 Truss Type Flat Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273077 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:19 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-T_8LQsPv?8lq4dNDUonmlADJog5YewLmj?EOavz2SEY Scale = 1:56.1 1 2 4 3 5 2x4 3x4 2x4 3x4 4-1-8 4-1-8 4-1-8 4-1-8 10-5-8 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.24 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Job REAGAN_MODEL Truss K1 Truss Type Common Supported Gable Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273078 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:24 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-pyxEUZT2qgO7AOGBHLMxSDwBjhq1JAAVtHy9G7z2SET Scale = 1:32.8 1 2 3 4 5 6 7 10 9 8 11 12 4x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-7-0 8-7-0 -1-0-0 1-0-0 4-3-8 4-3-8 8-7-0 4-3-8 9-7-0 1-0-0 0-5-3 4-8-11 0-5-3 12.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [6:0-2-6,0-1-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job REAGAN_MODEL Truss K2 Truss Type Common Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273079 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:24 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-pyxEUZT2qgO7AOGBHLMxSDw86hpbJA4VtHy9G7z2SET Scale = 1:32.8 1 2 3 4 5 6 7 8 4x4 2x4 2x4 2x4 4-3-8 4-3-8 8-7-0 4-3-8 -1-0-0 1-0-0 4-3-8 4-3-8 8-7-0 4-3-8 9-7-0 1-0-0 0-5-3 4-8-11 0-5-3 12.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code Job REAGAN_MODEL Truss M1 Truss Type Monopitch Supported Gable Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273080 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:25 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-H8VdhvUga_W_oYrNr2tA?RTLy59f2dDe6xhioZz2SES Scale = 1:38.8 1 2 3 4 5 9 8 7 6 10 3x10 2x4 2x4 2x4 2x4 2x4 2x4 0-0-1 0-0-1 5-6-9 5-6-8 -0-11-15 0-11-15 5-6-9 5-6-9 0-9-6 6-3-15 12.00 12 Plate Offsets (X,Y)-- [9:0-3-8,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job REAGAN_MODEL Truss N1 Truss Type Roof Special Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273081 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:26 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-mK3?uFVILIerPhPZOmPPXe?UqUVCn3HoKbRGK?z2SER Scale = 1:40.7 1 2 3 4 5 6 8 7 9 10 11 4x4 4x4 2x4 3x4 3x6 3x4 3x4 3-8-4 3-8-4 7-10-0 4-1-12 -1-0-0 1-0-0 3-8-4 3-8-4 5-6-4 1-10-0 7-10-0 2-3-12 0-9-7 4-5-11 6-9-7 4-5-11 12.00 12 Plate Offsets (X,Y)-- [4:0-2-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * Job REAGAN_MODEL Truss P1 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273082 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:27 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-EXdN6bVw6bmi1r_myTwe4sYf6uroWWHxZFApsSz2SEQ Scale = 1:36.1 1 2 3 4 5 6 7 8 9 10 11 12 17 16 15 14 13 18 19 3x4 3x4 3x4 3x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-0-3 21-0-3 3-1-9 3-1-9 17-10-10 14-9-1 21-0-3 3-1-9 0-4-13 2-5-13 2-7-5 0-1-8 0-4-13 0-1-8 2-5-13 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [9:0-2-0,0-1-13], [11:0-2-1,0-1-8], [16:0-3-0,0-3-0] LOADING (psf) TCLL (roof) Job REAGAN_MODEL Truss P2 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273083 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:29 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-Avl7XHXAeD0QG9884uy69Hd?8iV6_POE0ZfwxKz2SEO Scale = 1:36.7 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 18 19 20 21 22 3x4 3x4 3x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-0-3 21-0-3 5-6-6 5-6-6 15-5-13 9-11-8 21-0-3 5-6-6 0-4-13 4-5-13 4-7-5 0-1-8 0-4-13 0-1-8 4-5-13 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [8:0-2-0,0-1-13], [10:0-2-1,0-1-8], [15:0-3-0,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) Job REAGAN_MODEL Truss P3 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273084 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:30 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-e5IWkdYpPW8HuJjLdcTLiUABt6rRjrCOFDPTTnz2SEN Scale = 1:41.4 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 18 19 20 3x4 3x4 3x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-0-3 21-0-3 7-11-2 7-11-2 13-1-1 5-1-14 21-0-3 7-11-2 0-4-13 6-5-13 6-7-5 0-1-8 0-4-13 0-1-8 6-5-13 10.00 12 Job REAGAN_MODEL Truss P4 Truss Type GABLE Qty 9 Ply 1 REAGAN S Job Reference (optional) I30273085 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:31 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-6IsuyzYRAqG7WTIXBJ_aEiiMXVBiSKNXUt81?Dz2SEM Scale = 1:56.0 1 2 3 4 5 6 7 9 8 14 13 12 11 10 15 16 17 18 19 20 4x4 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-0-3 21-0-3 10-6-1 10-6-1 21-0-3 10-6-1 0-4-13 8-7-9 8-9-1 0-1-8 0-4-13 0-1-8 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [8:0-2-1,0-1-8], [13:0-3-0,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL Job REAGAN_MODEL Truss P5 Truss Type GABLE Qty 2 Ply 1 REAGAN S Job Reference (optional) I30273086 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:32 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-aUQG9JZ3x8O_8ctjl0WpnvFXDvXwBnbgjXuaYfz2SEL Scale = 1:52.5 1 2 3 4 5 6 7 8 13 12 11 10 9 15 16 17 18 19 14 4x4 2x4 3x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 3x6 19-0-9 19-0-9 10-6-1 10-6-1 19-0-9 8-6-8 0-4-13 8-7-9 8-9-1 0-1-8 1-6-3 0-1-8 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [12:0-3-0,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL Job REAGAN_MODEL Truss P6 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273087 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:33 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-2g_eMeahiRWrlmSvJk12K7ohVJu9wEmqxBd746z2SEK Scale = 1:33.7 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 17 18 16 3x4 3x4 2x4 3x4 2x4 3x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 19-0-9 19-0-9 3-1-9 3-1-9 17-10-10 14-9-1 19-0-9 1-1-15 0-4-13 2-5-13 2-7-5 0-1-8 1-6-3 0-1-8 2-5-13 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-2-0,0-1-13], [6:0-3-0,0-3-0], [8:0-2-0,0-1-13] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL Job REAGAN_MODEL Truss P7 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273088 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:34 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-XtY0a_bJTleiNw16sRYHsKKs1jDVfghzAqNhcYz2SEJ Scale = 1:33.8 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 17 18 19 20 21 22 16 3x4 3x4 2x4 3x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-0-9 19-0-9 5-6-6 5-6-6 15-5-13 9-11-8 19-0-9 3-6-12 0-4-13 4-5-13 4-7-5 0-1-8 1-6-3 0-1-8 4-5-13 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [7:0-2-0,0-1-13] LOADING (psf) TCLL (roof) Snow (Pf) TCDL Job REAGAN_MODEL Truss P8 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273089 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:35 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-?36PnKcxE3mZ?4cIQ93WPYt1h7YkO5t7PU6E8_z2SEI Scale = 1:43.2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 16 17 18 19 20 21 22 15 3x4 3x4 3x4 2x4 3x4 2x4 2x4 4x4 2x4 2x4 2x4 2x4 2x4 19-0-9 19-0-9 7-11-2 7-11-2 13-1-1 5-1-14 19-0-9 5-11-9 0-4-13 6-5-13 6-7-5 0-1-8 1-6-3 0-1-8 6-5-13 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [6:0-2-0,0-1-13] LOADING (psf) Job REAGAN_MODEL Truss P9 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273090 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:37 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-xSE9C0dCmg0HEOlhYa5_UzyM6wEDs0JQsobLDtz2SEG Scale = 1:46.6 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 17 18 19 20 21 22 23 16 3x4 4x6 2x4 3x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-0-9 19-0-9 8-9-10 8-9-10 12-2-9 3-4-15 19-0-9 6-10-1 0-4-13 7-2-8 7-4-0 0-1-8 1-6-3 0-1-8 7-2-8 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-2-0,0-1-13], [7:0-4-4,0-2-0] Job REAGAN_MODEL Truss V1 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273091 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:38 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-PenXQMeqX_88sXKt5HcE1AVakKcTbTKZ5SLulJz2SEF Scale = 1:76.4 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 25 26 3x4 4x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 18-4-4 18-4-4 11-4-13 11-4-13 18-4-4 Job REAGAN_MODEL Truss V2 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273092 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:42 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-IP12FjhKaCfaK9eeK7hAB0gEmxxDXHn904J6u4z2SEB Scale = 1:62.8 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 3x4 4x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 16-8-4 16-8-0 9-8-13 9-8-13 16-8-4 6-11-8 0-0-4 9-8-13 2-9-5 12.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * Job REAGAN_MODEL Truss V3 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273093 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:42 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-IP12FjhKaCfaK9eeK7hAB0gElxxDXG8904J6u4z2SEB Scale = 1:53.0 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 3x4 4x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 15-0-4 15-0-0 8-0-13 8-0-13 15-0-4 6-11-8 0-0-4 8-0-13 1-1-5 12.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job REAGAN_MODEL Truss V4 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273094 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:43 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-mcbQT3iyLWnRyJDquqCPkECQ9LIvGlsIEk2fRWz2SEA Scale = 1:42.0 1 2 3 4 5 8 7 6 9 10 3x4 11 12 4x4 3x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 12-9-9 12-9-5 6-4-13 6-4-13 12-9-9 6-4-13 0-0-4 6-4-13 0-0-4 12.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job REAGAN_MODEL Truss V5 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273095 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:44 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-Eo9ogPjb6qvHaSo1SYjeGRlahle8?DbRTOoDzzz2SE9 Scale: 3/8"=1’ 1 2 3 4 5 6 2x4 4x4 2x4 2x4 0-0-4 0-0-4 9-5-9 9-5-5 4-8-13 4-8-13 9-5-9 4-8-13 0-0-4 4-8-13 0-0-4 12.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. Job REAGAN_MODEL Truss V6 Truss Type Valley Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273096 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:44 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-Eo9ogPjb6qvHaSo1SYjeGRlcUlfQ?DGRTOoDzzz2SE9 Scale = 1:21.5 1 2 3 4 2x4 4x4 2x4 2x4 0-0-4 0-0-4 6-1-9 6-1-5 3-0-13 3-0-13 6-1-9 3-0-13 0-0-4 3-0-13 0-0-4 12.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC Job REAGAN_MODEL Truss V7 Truss Type Valley Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273097 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:45 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-i_iAuljDt718BcMD0FEtpfIon9?ukgnbi2XmVPz2SE8 Scale = 1:9.8 1 2 3 2x4 3x4 2x4 0-0-4 0-0-4 2-9-9 2-9-5 1-4-13 1-4-13 2-9-9 1-4-13 0-0-4 1-4-13 0-0-4 12.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Job REAGAN_MODEL Truss V8 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273098 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:46 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-AAGZ55kreR9?pmxPZzm6LsqvYYJIT6QkxiHJ1rz2SE7 Scale = 1:39.0 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 3x4 16 17 3x4 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 0-0-5 0-0-5 15-11-1 15-10-12 7-3-12 7-3-12 8-7-5 1-3-10 15-11-1 7-3-12 0-0-4 6-1-2 0-0-4 6-1-2 10.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-1-13], [5:0-2-0,0-1-13] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 Job REAGAN_MODEL Truss V9 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273099 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:47 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-eNqxJRlTPlHsRwWc7gHLu4N62yghCaTu9M0taIz2SE6 Scale = 1:28.4 1 2 3 4 5 8 7 6 9 10 3x4 4x4 3x4 2x4 2x4 2x4 2x4 2x4 0-0-5 0-0-5 11-1-8 11-1-3 5-6-12 5-6-12 11-1-8 5-6-12 0-0-4 4-7-10 0-0-4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 Job REAGAN_MODEL Truss V10 Truss Type Valley Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273100 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:39 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-tqLvdifSHHG?Thv3f_8TZO2lhkyEKy0iK64SHlz2SEE Scale = 1:18.4 1 2 3 4 2x4 4x4 2x4 2x4 0-0-5 0-0-5 6-3-14 6-3-9 3-1-15 3-1-15 6-3-14 3-1-15 0-0-4 2-7-10 0-0-4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Job REAGAN_MODEL Truss V12 Truss Type GABLE Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273101 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:39 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-tqLvdifSHHG?Thv3f_8TZO2lckyPKyeiK64SHlz2SEE Scale = 1:35.8 1 2 3 5 4 6 2x4 4x4 2x4 2x4 2x4 0-0-3 0-0-3 5-2-14 5-2-11 2-3-5 2-3-5 5-2-14 2-11-9 0-0-4 3-5-0 5-10-10 18.00 12 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 Job REAGAN_MODEL Truss V13 Truss Type Roof Special Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273102 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:40 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-L1vIq2f42bPs5rUGDifi6bawM8Ig3PBsYmq?qCz2SED Scale = 1:22.5 1 2 3 5 4 2x4 4x4 2x4 2x4 2x4 0-0-3 0-0-3 3-10-14 3-10-11 0-11-5 0-11-5 3-10-14 2-11-9 0-0-4 1-5-0 3-10-10 18.00 12 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC Job REAGAN_MODEL Truss V14 Truss Type Roof Special Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273103 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:40 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-L1vIq2f42bPs5rUGDifi6baxM8Iz3PAsYmq?qCz2SED Scale = 1:23.4 1 2 3 5 4 2x4 4x4 2x4 2x4 2x4 0-0-3 0-0-3 3-5-15 3-5-12 1-8-6 1-8-6 3-5-15 1-9-9 0-0-4 2-6-10 4-0-9 18.00 12 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. Job REAGAN_MODEL Truss V15 Truss Type Roof Special Qty 1 Ply 1 REAGAN S Job Reference (optional) I30273104 Timberland Lumber Company, Indianapolis, IN 46222 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Jun 26 09:38:41 2017 Page 1 ID:zmOrNt?gPyPDU7VfFE2gz?z3tuW-pDTg2NgipvXjj?3SnPAxep76FXd5osn?nQZYMez2SEC Scale = 1:13.2 1 2 3 2x4 2x4 2x4 0-4-7 0-4-7 2-1-15 1-9-9 2-0-9 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.05 0.02 0.00 DEFL. Vert(LL) Vert(TL) edge of truss. / 16 " from outside 1 0 - PRODUCT CODE APPROVALS 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 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. 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- 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 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System 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 General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) ' 2012 MiTekfi All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 WEBS 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 Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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 dimensions shown in ft-in-sixteenths 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. 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: 7 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=74/2-0-0, 3=74/2-0-0 Max Horz 1=48(LC 13) Max Uplift 3=-26(LC 13) Max Grav 1=74(LC 1), 3=78(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) * This truss has been designed for a 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) n/a 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 TC BC WB Matrix-S 0.06 0.01 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=63/3-5-12, 4=61/3-5-12, 5=122/3-5-12 Max Horz 1=109(LC 13) Max Uplift 1=-2(LC 11), 4=-27(LC 13), 5=-90(LC 13) Max Grav 1=98(LC 13), 4=64(LC 26), 5=148(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) * This truss has been designed for a 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 BC WB Matrix-S 0.12 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=30/3-10-11, 4=106/3-10-11, 5=143/3-10-11 Max Horz 1=104(LC 13) Max Uplift 1=-32(LC 11), 4=-43(LC 13), 5=-79(LC 13) Max Grav 1=100(LC 13), 4=112(LC 22), 5=166(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) * This truss has been designed for a 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, 4, 5. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 CSI. TC BC WB Matrix-S 0.12 0.04 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=84/5-2-11, 4=106/5-2-11, 5=196/5-2-11 Max Horz 1=164(LC 13) Max Uplift 1=-13(LC 11), 4=-44(LC 13), 5=-143(LC 13) Max Grav 1=157(LC 13), 4=111(LC 22), 5=235(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) * This truss has been designed for a 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, 4 except (jt=lb) 5=143. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 4, 5. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Matrix-S 0.12 0.05 0.02 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: 18 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=125/6-3-4, 3=125/6-3-4, 4=191/6-3-4 Max Horz 1=44(LC 10) Max Uplift 1=-13(LC 14), 3=-19(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.07 0.05 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: 34 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-0-14. (lb) - Max Horz 1=83(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-115(LC 13), 6=-114(LC 14) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=316(LC 22), 6=316(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-257/161, 4-6=-257/161 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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, 5 except (jt=lb) 8=115, 6=114. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.27 0.15 0.10 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: 53 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 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.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-10-8. (lb) - Max Horz 1=-112(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1 except 11=-119(LC 13), 8=-118(LC 14) Max Grav All reactions 250 lb or less at joint(s) except 1=268(LC 35), 7=268(LC 35), 9=364(LC 49), 11=564(LC 35), 8=564(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-280/100, 5-6=-280/100 WEBS 2-11=-465/163, 6-8=-465/163 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 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) n/a 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Matrix-S 0.01 0.03 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: 7 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=84/2-9-1, 3=84/2-9-1 Max Horz 1=20(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 WB Matrix-S 0.11 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 19 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=130/6-1-1, 3=130/6-1-1, 4=175/6-1-1 Max Horz 1=-53(LC 9) Max Uplift 1=-18(LC 14), 3=-18(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 TC BC WB Matrix-S 0.23 0.13 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 30 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=194/9-5-1, 3=194/9-5-1, 4=312/9-5-1 Max Horz 1=-85(LC 9) Max Uplift 1=-18(LC 14), 3=-18(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.15 0.13 0.09 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 = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-9-1. (lb) - Max Horz 1=117(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-145(LC 13), 6=-144(LC 14) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=328(LC 22), 8=338(LC 22), 6=338(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-257/186, 4-6=-257/186 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.0psf. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.19 0.16 0.25 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: 58 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-0-0. (lb) - Max Horz 1=147(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1 except 10=-172(LC 13), 7=-171(LC 14) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=458(LC 25), 10=449(LC 22), 7=408(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-10=-301/216, 4-7=-274/203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-0-13, Exterior(2) 5-0-13 to 8-0-13, Interior(1) 11-0-13 to 11-10-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.0psf. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.19 0.16 0.14 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: 72 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 REACTIONS. All bearings 16-8-0. (lb) - Max Horz 1=176(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-154(LC 11), 11=-165(LC 13), 12=-116(LC 13), 8=-159(LC 14) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=520(LC 25), 11=435(LC 22), 12=268(LC 22), 8=405(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-202/252 WEBS 4-9=-304/79, 3-11=-294/214, 5-8=-269/199 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 6-8-13, Exterior(2) 6-8-13 to 9-8-13, Interior(1) 12-8-13 to 13-6-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1=154, 11=165, 12=116, 8=159. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 6-11-8 0-0-4 11-4-13 4-5-5 12.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.07 0.02 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 118 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-17, 7-18, 9-16 REACTIONS. All bearings 18-4-4. (lb) - Max Horz 1=217(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 13, 17, 18, 19, 21, 22, 23, 16, 15, 14 except 1=-159(LC 11) Max Grav All reactions 250 lb or less at joint(s) 13, 18, 19, 21, 22, 23, 16, 15, 14, 1 except 17=340(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-297/254, 7-8=-204/262 WEBS 8-17=-316/178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-13, Interior(1) 3-4-13 to 8-4-13, Exterior(2) 8-4-13 to 11-4-13, Interior(1) 14-4-13 to 15-2-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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) 13, 17, 18, 19, 21, 22, 23, 16, 15, 14 except (jt=lb) 1=159. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.32 0.15 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 -0.00 (loc) 1 1 16 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 71 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 18-1-8. (lb) - Max Horz 2=135(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 13 except 15=-131(LC 13), 11=-139(LC 14) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 15=569(LC 36), 13=504(LC 44), 12=443(LC 49), 11=570(LC 46) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-475/174, 4-13=-324/84, 6-12=-265/16, 8-11=-456/170 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 4-6-11, Exterior(2) 4-6-11 to 16-5-8, Interior(1) 16-5-8 to 18-10-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) n/a 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.31 0.15 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 1 1 9 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 70 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 18-1-8. (lb) - Max Horz 2=121(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 11, 10, 9 except 14=-125(LC 13) Max Grav All reactions 250 lb or less at joint(s) 9 except 2=264(LC 36), 14=577(LC 36), 12=446(LC 49), 11=550(LC 49), 10=499(LC 46) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-14=-483/167, 4-12=-273/82, 5-11=-419/56, 7-10=-404/126 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 3-8-4, Exterior(2) 3-8-4 to 17-3-15, Interior(1) 17-3-15 to 18-10-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 12) n/a 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.30 0.15 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 -0.00 (loc) 1 1 16 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 63 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 18-1-8. (lb) - Max Horz 2=84(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 13, 12, 10, 11 Max Grav All reactions 250 lb or less at joint(s) 10 except 2=258(LC 36), 15=473(LC 44), 13=539(LC 41), 12=589(LC 41), 11=353(LC 46) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-15=-373/108, 5-13=-427/72, 6-12=-477/79, 8-11=-256/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 9-9-4, Interior(1) 9-9-4 to 11-2-15, Exterior(2) 11-2-15 to 15-5-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 13, 12, 10, 11. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.29 0.09 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 1 1 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 55 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 18-1-8. (lb) - Max Horz 2=58(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 13, 12, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 10 except 2=261(LC 36), 15=414(LC 35), 13=544(LC 35), 12=538(LC 35), 11=496(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-15=-335/72, 5-13=-464/81, 6-12=-457/75, 7-11=-420/71 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 7-4-7, Interior(1) 7-4-7 to 13-7-12, Exterior(2) 13-7-12 to 17-10-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 12) n/a 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.20 0.15 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 74 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11 REACTIONS. All bearings 18-1-8. (lb) - Max Horz 2=161(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 13, 9 except 12=-120(LC 13), 10=-137(LC 14) Max Grav All reactions 250 lb or less at joint(s) 2, 9 except 11=420(LC 26), 12=416(LC 23), 13=269(LC 23), 10=444(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-269/190, 4-5=-274/263, 5-6=-275/243 WEBS 5-11=-265/160, 4-12=-277/170, 6-10=-293/185, 7-9=-273/120 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 7-6-1, Exterior(2) 7-6-1 to 10-6-1, Interior(1) 13-6-1 to 18-10-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 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, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 13, 9 except (jt=lb) 12=120, 10=137. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.19 0.15 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 77 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS. All bearings 19-9-1. (lb) - Max Horz 2=-166(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 10, 8 except 13=-121(LC 13), 11=-124(LC 14) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=384(LC 30), 13=415(LC 23), 14=270(LC 23), 11=425(LC 28), 10=265(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-283/170, 6-11=-289/174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 7-6-1, Exterior(2) 7-6-1 to 10-6-1, Interior(1) 13-6-1 to 17-9-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 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, with BCDL = 10.0psf. 10) n/a 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-2-0,0-1-13], [7:0-2-0,0-1-13], [10:0-2-1,0-1-8], [15:0-3-0,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.25 0.15 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.01 (loc) 10 10 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 73 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 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.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-9-1. (lb) - Max Horz 2=-125(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 15, 13, 10 except 16=-104(LC 13), 12=-107(LC 14) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=501(LC 41), 15=494(LC 44), 16=465(LC 36), 13=501(LC 46), 12=462(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-14=-366/57, 4-15=-389/123, 3-16=-400/148, 8-13=-397/121, 9-12=-400/149 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 3-8-4, Exterior(2) 3-8-4 to 17-3-15, Interior(1) 17-3-15 to 17-9-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 15, 13, 10 except (jt=lb) 16=104, 12=107. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.31 0.16 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.01 (loc) 10 10 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 67 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 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.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 19-9-1. (lb) - Max Horz 2=-86(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 15, 16, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=595(LC 41), 15=444(LC 35), 16=413(LC 36), 13=453(LC 35), 12=411(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-330/63, 8-9=-326/57 WEBS 6-14=-485/82, 5-15=-362/77, 3-16=-344/126, 7-13=-370/70, 9-12=-345/124 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 9-9-4, Interior(1) 9-9-4 to 11-2-15, Exterior(2) 11-2-15 to 15-5-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 15, 16, 13, 12. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.28 0.09 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 11 11 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 58 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 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.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-9-1. (lb) - Max Horz 2=-48(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 16, 17, 14, 13, 11 Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 15=528(LC 35), 16=541(LC 35), 17=271(LC 36), 14=544(LC 35), 13=275(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-15=-451/73, 5-16=-459/74, 8-14=-460/74 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 7-4-7, Interior(1) 7-4-7 to 13-7-12, Exterior(2) 13-7-12 to 17-10-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 16, 17, 14, 13, 11. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.32 0.11 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.01 0.00 (loc) 8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 47 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 2-7-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=304/Mechanical, 2=371/0-3-8 Max Horz 2=205(LC 13) Max Uplift 7=-100(LC 13) Max Grav 7=430(LC 36), 2=595(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-468/0 WEBS 5-7=-307/94 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) except (jt=lb) 7=100. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.13 0.07 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 30 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-6-8. (lb) - Max Horz 9=188(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 9, 6, 7 except 8=-151(LC 13) Max Grav All reactions 250 lb or less at joint(s) 9, 6, 7, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -0-11-15 to 2-0-1, Exterior(2) 2-0-1 to 2-4-13, Corner(3) 2-4-13 to 5-4-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 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) 9, 6, 7 except (jt=lb) 8=151. 10) Non Standard bearing condition. Review required. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.27 0.12 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.02 0.00 (loc) 6 4-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=400/0-3-8, 4=400/0-3-8 Max Horz 2=-102(LC 11) Max Uplift 2=-15(LC 13), 4=-15(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-326/23, 3-4=-326/23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 4. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.10 0.03 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 37 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 8-7-0. (lb) - Max Horz 2=-102(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 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) 2, 10, 8. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 6. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 in -0.02 -0.04 0.00 (loc) 3-4 3-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 44 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-4, 2-3, 1-3 REACTIONS. (lb/size) 4=153/0-3-8, 3=153/Mechanical Max Uplift 4=-12(LC 9), 3=-12(LC 9) Max Grav 4=182(LC 3), 3=154(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 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) 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) 3. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Matrix-S 0.55 0.24 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.10 -0.00 (loc) 5 4-5 4 l/defl **** >717 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=304/0-3-8, 4=221/Mechanical Max Horz 5=202(LC 13) Max Uplift 4=-125(LC 13) Max Grav 5=307(LC 20), 4=246(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4=125. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.56 0.25 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.10 -0.00 (loc) 5 4-5 4 l/defl **** >702 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=306/0-3-8, 4=223/Mechanical Max Horz 5=204(LC 13) Max Uplift 4=-121(LC 13) Max Grav 5=308(LC 20), 4=247(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-251/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4=121. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.29 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=225/0-4-9, 4=32/Mechanical Max Horz 5=66(LC 13) Max Uplift 5=-17(LC 13), 4=-37(LC 19) Max Grav 5=285(LC 19), 4=40(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-266/85 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.10 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.02 -0.00 (loc) 4 3-4 3 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=153/0-3-8, 3=153/Mechanical Max Horz 4=116(LC 13) Max Uplift 3=-91(LC 13) Max Grav 4=153(LC 19), 3=171(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) 3. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Matrix-S 0.21 0.09 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.02 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=224/0-3-8, 4=134/Mechanical Max Horz 5=139(LC 13) Max Uplift 4=-86(LC 13) Max Grav 5=225(LC 20), 4=152(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=158/0-3-8, 4=40/Mechanical Max Horz 5=79(LC 13) Max Uplift 4=-48(LC 13) Max Grav 5=188(LC 19), 4=54(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 2 2 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=56/Mechanical, 2=152/0-3-8 Max Horz 2=70(LC 13) Max Uplift 4=-27(LC 13) Max Grav 4=62(LC 23), 2=168(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.29 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=225/0-4-9, 4=31/Mechanical Max Horz 5=66(LC 13) Max Uplift 5=-17(LC 13), 4=-37(LC 19) Max Grav 5=285(LC 19), 4=40(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-266/85 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Matrix-S 0.25 0.04 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=220/0-4-9, 4=66/Mechanical Max Horz 5=80(LC 13) Max Uplift 5=-6(LC 13), 4=-31(LC 13) Max Grav 5=255(LC 19), 4=75(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 4. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.29 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=222/0-3-11, 4=21/Mechanical Max Horz 5=62(LC 13) Max Uplift 5=-17(LC 13), 4=-48(LC 19) Max Grav 5=289(LC 19), 4=31(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-272/113 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.13 0.01 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-3-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=148/0-3-8, 4=3/Mechanical Max Horz 5=48(LC 13) Max Uplift 5=-2(LC 13), 4=-43(LC 19) Max Grav 5=199(LC 19), 4=18(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.13 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.01 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=194/0-3-8, 4=97/Mechanical Max Horz 5=93(LC 13) Max Uplift 4=-49(LC 13) Max Grav 5=195(LC 20), 4=108(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=178/0-3-7, 4=75/Mechanical Max Horz 5=80(LC 13) Max Uplift 4=-42(LC 13) Max Grav 5=189(LC 19), 4=85(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.13 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=192/0-3-7, 4=93/Mechanical Max Horz 5=90(LC 13) Max Uplift 4=-47(LC 13) Max Grav 5=194(LC 19), 4=103(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=167/0-3-7, 4=55/Mechanical Max Horz 5=70(LC 13) Max Uplift 4=-35(LC 13) Max Grav 5=190(LC 19), 4=64(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.13 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=192/0-3-9, 4=94/Mechanical Max Horz 5=90(LC 13) Max Uplift 4=-47(LC 13) Max Grav 5=193(LC 19), 4=104(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.13 0.06 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.01 -0.00 (loc) 5 4-5 4 l/defl **** >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=200/0-3-7, 4=104/Mechanical Max Horz 5=96(LC 13) Max Uplift 4=-51(LC 13) Max Grav 5=200(LC 20), 4=114(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.07 -0.00 (loc) 4 3-4 3 l/defl **** >922 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=210/0-3-8, 3=210/Mechanical Max Horz 4=159(LC 13) Max Uplift 3=-113(LC 13) Max Grav 4=211(LC 19), 3=231(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=113. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.19 0.12 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.03 0.00 (loc) 6 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 36 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=304/0-3-8, 5=221/Mechanical Max Horz 7=202(LC 13) Max Uplift 5=-122(LC 13) Max Grav 7=307(LC 20), 5=245(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-266/101, 2-3=-255/0 BOT CHORD 6-7=-281/152 WEBS 3-5=-340/180 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=122. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.10 -0.00 (loc) 4 3-4 3 l/defl **** >717 n/a L/d 240 180 n/a PLATES MT20 Weight: 30 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=228/0-3-8, 3=228/Mechanical Max Horz 4=173(LC 13) Max Uplift 3=-122(LC 13) Max Grav 4=230(LC 19), 3=251(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=122. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.55 0.24 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.10 -0.00 (loc) 5 4-5 4 l/defl **** >717 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=304/0-3-8, 4=221/Mechanical Max Horz 5=202(LC 13) Max Uplift 4=-120(LC 13) Max Grav 5=307(LC 20), 4=245(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 4=120. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 TC BC WB Matrix-S 0.67 0.26 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.11 0.00 (loc) 2 2-6 6 l/defl **** >651 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 3-4-5 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=231/Mechanical, 2=301/0-3-8 Max Horz 2=170(LC 13) Max Uplift 6=-70(LC 13) Max Grav 6=303(LC 33), 2=526(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-301/72 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 CSI. TC BC WB Matrix-S 0.26 0.27 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.11 0.00 (loc) 2 2-6 6 l/defl **** >651 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 2-2-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=231/Mechanical, 2=301/0-3-8 Max Horz 2=120(LC 13) Max Uplift 6=-26(LC 10) Max Grav 6=339(LC 32), 2=475(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-290/23 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 12-7-5 10.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [10:0-2-12,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.79 0.82 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.40 0.07 (loc) 10-11 10-11 10 l/defl >999 >973 n/a L/d 240 180 n/a PLATES MT20 Weight: 198 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 5-7,7-9: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 8-10: 2x4 SP 2400F 2.0E WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-9 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-12 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10, 3-13, 6-13, 6-11, 8-10 REACTIONS. (lb/size) 10=1295/0-3-8, 2=1367/0-3-8 Max Horz 2=386(LC 13) Max Uplift 10=-101(LC 10) Max Grav 10=1907(LC 32), 2=1598(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2036/3, 3-5=-1394/86, 5-6=-1082/110, 6-8=-924/59, 9-10=-291/46 BOT CHORD 2-15=-242/1513, 13-15=-227/1563, 11-13=-98/1108, 10-11=-57/777 WEBS 3-15=0/373, 3-13=-877/177, 5-13=0/505, 6-13=-117/425, 6-11=-642/129, 8-11=-15/933, 8-10=-1724/128 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-1-12, Exterior(2) 10-1-12 to 14-4-10, Interior(1) 18-7-9 to 29-6-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.0psf. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.99 0.82 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.40 0.08 (loc) 10-11 10-11 10 l/defl >999 >978 n/a L/d 240 180 n/a PLATES MT20 Weight: 177 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10, 5-13, 6-13, 6-11 2 Rows at 1/3 pts 8-10 REACTIONS. (lb/size) 10=1295/0-3-8, 2=1367/0-3-8 Max Horz 2=326(LC 13) Max Uplift 10=-101(LC 10) Max Grav 10=1952(LC 32), 2=1604(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2056/40, 3-5=-1903/138, 5-6=-1408/103, 6-8=-1152/58, 9-10=-339/53 BOT CHORD 2-15=-218/1469, 13-15=-136/1236, 11-13=-106/1437, 10-11=-61/1051 WEBS 3-15=-536/219, 5-15=-110/823, 5-13=-76/494, 6-13=-246/347, 6-11=-623/101, 8-11=0/883, 8-10=-1856/109 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-8-15, Exterior(2) 7-8-15 to 11-11-14, Interior(1) 16-2-12 to 29-6-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.0psf. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 32-8-8 7-9-1 0-7-7 8-7-5 10.00 12 Plate Offsets (X,Y)-- [5:0-3-4,0-2-4], [7:0-2-0,Edge], [9:0-2-12,0-1-12], [10:0-3-8,Edge], [11:0-1-8,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.79 0.72 0.49 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.42 0.08 (loc) 13-15 2-15 10 l/defl >999 >919 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 172 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7,7-9: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 9-10: 2x4 SP 2400F 2.0E WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-12 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10, 6-15, 6-11, 8-11 REACTIONS. (lb/size) 10=1295/0-3-8, 2=1367/0-3-8 Max Horz 2=265(LC 13) Max Uplift 10=-102(LC 10) Max Grav 10=1935(LC 32), 2=1590(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1948/84, 3-5=-1857/103, 5-6=-1412/120, 6-8=-1381/75, 8-9=-1381/75, 9-10=-1866/139 BOT CHORD 2-15=-215/1411, 13-15=-108/1836, 11-13=-108/1836 WEBS 3-15=-402/164, 5-15=0/704, 6-15=-661/114, 6-13=0/395, 6-11=-696/68, 8-11=-819/149, 9-11=-109/2006 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-4-2, Exterior(2) 5-4-2 to 9-7-1, Interior(1) 13-9-15 to 29-6-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.16 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.01 (loc) 8 2-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 34 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-11-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=222/Mechanical, 2=303/0-3-8 Max Horz 2=183(LC 13) Max Uplift 7=-89(LC 13) Max Grav 7=319(LC 33), 2=539(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-562/38, 4-5=-293/25 BOT CHORD 2-8=-176/312 WEBS 5-8=-98/274, 5-7=-298/120 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 TC BC WB Matrix-S 0.67 0.26 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.11 0.00 (loc) 2 2-6 6 l/defl **** >665 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 3-4-5 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=229/Mechanical, 2=299/0-3-8 Max Horz 2=170(LC 13) Max Uplift 6=-71(LC 13) Max Grav 6=303(LC 33), 2=524(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-299/74 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 CSI. TC BC WB Matrix-S 0.25 0.26 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.11 0.00 (loc) 2 2-6 6 l/defl **** >665 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 2-2-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=229/Mechanical, 2=299/0-3-8 Max Horz 2=120(LC 13) Max Uplift 6=-26(LC 10) Max Grav 6=336(LC 32), 2=474(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-288/21 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 35-3-8 8-9-11 43-5-0 8-1-8 -1-0-0 1-0-0 7-2-11 7-2-11 14-4-10 7-1-15 20-10-14 6-6-4 27-5-2 6-6-4 33-11-6 6-6-4 35-3-8 1-4-2 39-2-8 3-11-0 43-5-0 4-2-8 0-7-7 12-7-5 2-8-9 2-0-0 12-7-5 10.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-2-0], [9:0-6-0,0-1-12], [14:0-2-12,0-2-12], [18:0-1-8,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.97 0.98 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.50 0.12 (loc) 16-18 16-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 266 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5,1-4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 17-19: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 10-14 WEBS 1 Row at midpt 6-18, 6-16, 8-16, 11-13 REACTIONS. (lb/size) 2=1795/0-3-8, 13=1724/Mechanical Max Horz 2=252(LC 13) Max Grav 2=2037(LC 42), 13=2007(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2701/125, 3-5=-2631/267, 5-6=-1907/210, 6-8=-1972/211, 8-9=-2012/217, 9-10=-1992/257, 10-11=-2104/188 BOT CHORD 2-20=-131/1992, 18-20=-84/1697, 16-18=-81/2060, 10-14=-316/116, 13-14=-46/1291 WEBS 3-20=-636/278, 5-20=-178/1015, 5-18=-82/820, 6-18=-619/218, 6-16=-298/82, 8-16=-775/127, 9-16=-102/892, 14-16=-2/1588, 9-14=-118/650, 11-14=-41/521, 11-13=-2206/96 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-1-12, Exterior(2) 10-1-12 to 14-4-10, Interior(1) 18-7-9 to 29-8-7, Exterior(2) 33-11-6 to 43-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 11-11-14 5-11-9 19-9-1 7-9-3 27-6-5 7-9-3 35-3-8 7-9-3 36-4-2 1-0-10 43-5-0 7-0-14 0-7-7 10-7-5 2-8-9 2-0-0 10-7-5 10.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [5:0-6-4,0-2-0], [10:0-3-4,0-2-4], [11:Edge,0-1-4], [12:0-3-8,Edge], [13:0-10-0,0-2-12], [15:0-1-4,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.96 0.93 0.59 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.48 0.12 (loc) 15-17 15-17 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 245 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 4-5,1-4: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 16-18: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-19. 1 Row at midpt 9-13 WEBS 1 Row at midpt 6-17, 6-15, 8-15, 8-13 REACTIONS. (lb/size) 2=1795/0-3-8, 12=1724/Mechanical Max Horz 2=226(LC 13) Max Grav 2=1971(LC 36), 12=2085(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2633/131, 3-5=-2531/210, 5-6=-2295/193, 6-8=-2330/191, 8-9=-1884/181, 9-10=-1877/178, 10-11=-2245/152, 11-12=-2000/136 BOT CHORD 2-19=-138/1925, 17-19=-107/1830, 15-17=-124/2434, 9-13=-761/161 WEBS 3-19=-501/212, 5-19=-81/777, 5-17=-97/964, 6-17=-686/192, 6-15=-275/65, 13-15=-101/2388, 8-13=-708/81, 10-13=-135/1483, 11-13=-51/1684 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-8-15, Exterior(2) 7-8-15 to 11-11-14, Interior(1) 16-2-12 to 32-1-4, Exterior(2) 36-4-2 to 43-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 -1-0-0 1-0-0 4-9-15 4-9-15 9-7-1 4-9-2 16-0-3 6-5-2 22-5-4 6-5-2 28-10-6 6-5-2 35-3-8 6-5-2 38-8-15 3-5-7 43-5-0 4-8-1 0-7-7 8-7-5 2-8-9 2-0-0 8-7-5 10.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [5:0-3-0,0-2-1], [12:0-6-0,0-1-12], [15:0-4-0,0-2-0], [17:0-0-11,0-2-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.99 0.96 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.58 0.16 (loc) 17-19 17-19 14 l/defl >999 >895 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 224 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 18-20: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-12. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-21, 7-19, 7-17, 9-17, 9-15, 12-14 REACTIONS. (lb/size) 2=1795/0-3-8, 14=1724/Mechanical Max Horz 2=200(LC 13) Max Uplift 2=-3(LC 10), 14=-34(LC 9) Max Grav 2=1986(LC 35), 14=2162(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2696/143, 3-5=-2609/162, 5-6=-1993/165, 6-7=-2848/177, 7-9=-2769/164, 9-11=-2475/161, 11-12=-2476/157, 12-13=-272/89, 13-14=-327/87 BOT CHORD 2-21=-157/1962, 19-21=-163/2778, 17-19=-170/2904, 11-15=-617/102, 14-15=-51/1457 WEBS 3-21=-381/166, 5-21=0/1233, 6-21=-1305/157, 6-19=0/438, 7-17=-307/83, 15-17=-155/2864, 9-15=-497/65, 12-15=-104/2051, 12-14=-2405/121 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-4-2, Exterior(2) 5-4-2 to 9-7-1, Interior(1) 13-9-15 to 34-6-1, Exterior(2) 38-8-15 to 43-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 CSI. TC BC WB Matrix-S 0.76 0.13 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 29 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=265/Mechanical, 2=354/0-3-8 Max Horz 2=69(LC 48) Max Uplift 5=-65(LC 8), 2=-65(LC 11) Max Grav 5=426(LC 30), 2=440(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-441/86, 4-5=-270/42 WEBS 3-5=-265/69 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) 5. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 1-6-0 from the left end to connect truss(es) to back face of bottom chord, skewed 39.8 deg.to the right, sloping 0.0 deg. down. 12) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 4-0-12 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 44 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued LOAD CASE(on page S) Standard 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 CSI. TC BC WB Matrix-S 0.16 0.12 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.00 (loc) 4 3-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 58 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-3 REACTIONS. (lb/size) 3=191/Mechanical, 7=182/0-3-8 Max Horz 7=-76(LC 12) Max Uplift 3=-7(LC 10), 7=-230(LC 12) Max Grav 3=242(LC 45), 7=214(LC 43) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 10) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 1-7-12 from the left end to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 8=-133(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 0.00 (loc) 3-4 3-4 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=193/Mechanical, 5=205/0-3-8 Max Uplift 4=-57(LC 7), 5=-66(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 1-11-4 from the left end to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 6=-135(F) VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.28 0.24 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.02 -0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 50 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=530/0-4-9, 5=481/Mechanical Max Horz 7=201(LC 11) Max Uplift 7=-118(LC 11), 5=-275(LC 11) Max Grav 7=537(LC 18), 5=525(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-509/124, 2-3=-498/128 BOT CHORD 5-6=-225/369 WEBS 2-6=-78/375, 3-6=-197/291, 3-5=-486/297 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) 5=275. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 9) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 5-7-7 to connect truss(es) to front face of bottom chord. 10) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 5-7-7 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-5=-203(F=-183) Horz: 1-2=-19, 2-4=-16 Trapezoidal Loads (plf) Vert: 2=-315-to-4=-227 24) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-5=-203(F=-183) Horz: 1-2=-10, 2-4=-6 Trapezoidal Loads (plf) Vert: 2=-325-to-4=-237 25) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-5=-215(F=-195) Horz: 1-2=5, 2-4=8 Trapezoidal Loads (plf) Vert: 2=-351-to-4=-264 26) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-5=-203(F=-183) Horz: 1-2=-10, 2-4=-6 Trapezoidal Loads (plf) Vert: 2=-325-to-4=-237 27) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-5=-203(F=-183) Horz: 1-2=-19, 2-4=-16 Trapezoidal Loads (plf) Vert: 2=-315-to-4=-227 28) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Continued on page 4 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. Vert: 2=-256-to-4=-168 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 2-5=-131(F=-111) Horz: 1-2=-13, 2-4=-8 Trapezoidal Loads (plf) Vert: 2=-220-to-4=-132 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=14, 2-5=4(F=16) Horz: 1-2=-26, 2-4=-30 Trapezoidal Loads (plf) Vert: 2=-64-to-4=24 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=1, 2-5=-29(F=-17) Horz: 1-2=-13, 2-4=-17 Trapezoidal Loads (plf) Vert: 2=-110-to-4=-22 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=14, 2-5=4(F=16) Horz: 1-2=-26, 2-4=-30 Trapezoidal Loads (plf) Vert: 2=-64-to-4=24 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=1, 2-5=-29(F=-17) Horz: 1-2=-13, 2-4=-17 Trapezoidal Loads (plf) Vert: 2=-110-to-4=-22 Continued on page 3 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.40 0.13 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 99 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x10 SP No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=1475/Mechanical, 2=1641/0-3-8 Max Horz 2=204(LC 11) Max Uplift 5=-93(LC 11) Max Grav 5=1496(LC 18), 2=1644(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1306/0, 3-4=-390/176, 4-5=-334/53 BOT CHORD 2-6=-36/711, 5-6=-36/711 WEBS 3-6=-20/507, 3-5=-1054/53 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 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) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 10) Load case(s) 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 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-220(F=-200) Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 7-9-5 3-8-1 11-0-0 3-2-11 14-5-6 3-5-6 14-8-11 0-3-5 17-10-12 3-2-1 19-10-8 1-11-12 22-0-0 2-1-8 8-8-4 11-10-15 0-10-15 8-8-4 12.00 12 Plate Offsets (X,Y)-- [1:0-1-12,0-1-8], [3:0-6-0,0-3-0], [11:0-3-0,0-7-8], [12:0-3-0,0-8-8], [15:0-3-8,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 3-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.69 0.92 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in -0.21 -0.35 0.01 -0.16 (loc) 11-12 11-12 9 11-12 l/defl >999 >754 n/a 1055 L/d 480 240 n/a 360 PLATES MT20 Weight: 442 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x8 SP No.2 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x10 SP No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-13 JOINTS 1 Brace at Jt(s): 1, 3, 4, 14, 15, 16 REACTIONS. (lb/size) 13=1664/0-3-8, 9=1639/0-3-8 Max Horz 13=-428(LC 12) Max Grav 13=2449(LC 73), 9=2100(LC 64) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-3057/46, 1-2=-1359/23, 2-3=-1272/0, 3-4=-863/169, 4-5=-769/90, 5-6=-1546/10, 6-8=-2558/0, 8-9=-2506/0 BOT CHORD 12-13=-219/429, 11-12=0/1419, 10-11=0/1688, 9-10=0/1691 WEBS 1-12=-55/3168, 12-14=-1181/184, 2-14=-803/147, 6-11=0/1620, 14-16=-168/1111, 15-16=-173/1109, 5-15=-1026/0, 4-15=0/577, 3-15=-1541/105, 3-14=-1283/189, 8-10=-821/506, 8-11=-680/421 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 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 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) Provide adequate drainage to prevent water ponding. 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 14-16, 15-16, 5-15; Wall dead load (5.0psf) on member(s).12-14, 6-11 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-12 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 13-7-8 oc max. starting at 4-2-4 from the left end to 17-9-12 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Attic room checked for L/360 deflection. LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 4-1-12 15-1-12 4-1-12 18-6-4 3-4-8 22-0-0 3-5-12 -1-0-0 1-0-0 3-5-12 3-5-12 6-10-4 3-4-8 7-0-0 0-1-12 11-0-0 4-0-0 15-0-0 4-0-0 15-1-12 0-1-12 18-6-4 3-4-8 22-0-0 3-5-12 23-0-0 1-0-0 0-10-15 11-10-15 0-10-15 12.00 12 Plate Offsets (X,Y)-- [5:0-0-12,Edge], [9:0-0-12,Edge], [11:0-0-0,0-0-0], [12:0-0-0,0-0-0], [15:0-3-8,0-7-8], [16:0-3-8,0-7-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.09 0.32 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in -0.03 -0.08 0.02 -0.01 (loc) 15-16 15-16 12 15-16 l/defl >999 >999 n/a 7958 L/d 480 240 n/a 360 PLATES MT20 Weight: 476 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x8 SP No.2 BOT CHORD 2x10 SP No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 18 REACTIONS. (lb/size) 2=3244/0-3-8, 12=3240/0-3-8 Max Horz 2=-232(LC 36) Max Uplift 2=-452(LC 11), 12=-450(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4099/621, 3-5=-3926/633, 5-6=-2140/364, 6-7=-340/60, 7-8=-340/60, 8-9=-2140/363, 9-11=-3928/633, 11-12=-4093/615 BOT CHORD 2-17=-485/2819, 16-17=-488/2820, 15-16=-350/2814, 14-15=-364/2734, 12-14=-363/2733 WEBS 3-17=-261/182, 5-16=-449/2391, 9-15=-449/2393, 11-14=-260/179, 6-18=-2596/497, 8-18=-2596/497 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-6-0 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 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-18, 8-18; Wall dead load (5.0psf) on member(s).5-16, 9-15 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 12. This connection is for uplift only and does not consider lateral forces. 12) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 6-0-6 from the left end to connect truss(es) to front face of bottom chord. 13) Use Simpson Strong-Tie HGUS28-2 (36-10d Girder, 12-10d Truss) or equivalent at 15-2-0 from the left end to connect truss(es) to front face of bottom chord. Continued 14) Fill all on nail page holes 2 where hanger is in contact with lumber. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 7-5-6 3-7-2 10-6-0 3-0-10 13-6-10 3-0-10 17-1-11 3-7-2 21-0-0 3-10-5 22-0-0 1-0-0 0-7-7 6-9-15 0-7-7 6-9-15 10.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-3], [2:0-1-8,0-1-8], [3:0-6-4,0-2-0], [5:0-6-4,0-2-0], [6:0-1-8,0-1-8], [7:0-0-0,0-0-3], [10:0-1-12,0-1-8], [13:0-1-12,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.28 0.55 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.10 0.04 (loc) 13-14 13-14 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 245 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=3324/0-3-8, 7=2992/0-3-8 Max Horz 1=-133(LC 53) Max Uplift 1=-177(LC 11), 7=-303(LC 12) Max Grav 1=3626(LC 34), 7=3359(LC 34) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4637/291, 2-3=-3484/341, 3-4=-2776/326, 4-5=-2776/326, 5-6=-3407/358, 6-7=-4310/381 BOT CHORD 1-14=-239/3346, 13-14=-239/3346, 11-13=-234/2591, 10-11=-207/2530, 9-10=-215/3076, 7-9=-215/3076 WEBS 2-14=0/1181, 2-13=-1068/82, 3-13=-100/1527, 3-11=-188/551, 4-11=-337/92, 5-11=-151/689, 5-10=-142/1346, 6-10=-780/150, 6-9=-51/807 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 7. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss) or equivalent spaced at 16-10-8 oc max. starting at 2-0-12 from the left end to 18-11-4 to connect truss(es) to back face of bottom chord. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 5-2-5 17-5-2 5-0-9 22-5-10 5-0-9 27-6-3 5-0-9 32-8-8 5-2-5 -1-0-0 1-0-0 3-8-11 3-8-11 7-2-4 3-5-9 12-4-9 5-2-5 17-5-2 5-0-9 22-5-10 5-0-9 27-6-3 5-0-9 32-8-8 5-2-5 0-7-7 6-7-5 10.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-3], [3:0-1-8,0-1-8], [4:0-6-4,0-2-0], [11:Edge,0-4-0], [16:0-4-4,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.42 0.55 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.23 0.07 (loc) 15-16 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 384 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins, except end verticals, and 2-0-0 oc purlins (5-5-8 max.): 4-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=3178/0-3-8, 2=3366/0-3-8 Max Horz 2=205(LC 48) Max Uplift 11=-1187(LC 8), 2=-849(LC 8) Max Grav 11=3806(LC 30), 2=3573(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4833/1221, 3-4=-4322/1233, 4-5=-4592/1382, 5-6=-4591/1382, 6-8=-4134/1297, 8-9=-4134/1297 BOT CHORD 2-19=-966/3530, 18-19=-966/3530, 16-18=-966/3323, 15-16=-1487/4789, 13-15=-1487/4789, 12-13=-814/2628, 11-12=-814/2628 WEBS 3-19=-27/633, 3-18=-610/89, 4-18=-278/1080, 4-16=-686/1977, 5-16=-623/113, 6-16=-357/200, 6-15=-272/661, 6-13=-1041/302, 8-13=-404/90, 9-13=-768/2393, 9-12=-302/720, 9-11=-4143/1284 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 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) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11. This connection is for uplift only and does not consider lateral forces. 10) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 1-0-0 1-2-13 1-2-13 2-10-13 1-8-0 5-11-8 3-0-11 10-3-0 4-3-8 14-6-8 4-3-8 18-10-0 4-3-8 19-10-0 1-0-0 0-9-7 2-0-3 9-4-7 0-9-7 2-0-0 1-1-15 12.00 12 6.00 12 Plate Offsets (X,Y)-- [2:Edge,0-0-2], [3:0-2-4,0-1-12], [5:0-2-12,0-2-8], [7:0-1-4,0-1-8], [9:0-2-10,0-0-2], [14:0-10-0,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.59 0.82 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.21 0.18 (loc) 13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 95 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 2-15: 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 SLIDER Right 2x4 SPF No.2 3-2-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins, except 2-0-0 oc purlins (4-2-6 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=817/0-3-8, 2=808/0-3-8 Max Horz 2=186(LC 60) Max Uplift 9=-10(LC 12), 2=-21(LC 11) Max Grav 9=817(LC 1), 2=1122(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1599/77, 3-4=-1935/97, 4-5=-2556/98, 5-6=-1049/64, 6-7=-873/96, 7-9=-1428/0 BOT CHORD 2-15=-139/1010, 14-15=-164/2787, 13-14=-68/1723, 12-13=-56/1485, 11-12=0/871, 9-11=0/1007 WEBS 3-15=-49/1556, 4-15=-1167/15, 4-14=-1501/122, 5-13=0/838, 5-12=-1068/157, 6-12=-47/893, 7-12=-433/107, 7-11=0/502, 5-14=-66/465 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 14 = 6% 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 9, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9 and 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 21 lb up at Continued 1-2-13 on on page top chord. 2 The design/selection of such connection device(s) is the responsibility of others. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.49 0.85 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 40 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=2224/0-3-8, 4=2182/Mechanical Max Horz 1=172(LC 11) Max Uplift 4=-141(LC 11) Max Grav 1=2225(LC 17), 4=2191(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2046/7 BOT CHORD 1-5=-85/1311, 4-5=-85/1311 WEBS 2-5=-15/2866, 2-4=-2009/130 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=141. 7) Use Simpson Strong-Tie HUS28 (22-10d Girder, 8-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-8-15 from the left end to 3-8-15 to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 1-4=-20 Concentrated Loads (lb) Vert: 7=-1993(F) 8=-1993(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 2-0-3 10-6-14 2-0-3 13-0-2 2-5-4 14-10-15 1-10-13 16-9-11 1-10-11 16-11-0 0-1-6 17-1-5 0-2-4 2-2-7 2-2-7 4-1-6 1-10-15 6-6-9 2-5-3 8-6-12 2-0-3 10-6-14 2-0-3 13-0-2 2-5-4 14-10-15 1-10-13 17-1-5 2-2-5 0-9-8 2-7-1 3-2-15 3-5-3 0-9-8 5.23 12 3.24 12 1.10 12 5.25 12 Plate Offsets (X,Y)-- [1:0-2-9,0-2-8], [3:0-5-0,0-2-12], [4:0-5-4,0-2-8], [6:0-5-4,0-2-8], [7:0-5-0,0-2-12], [9:0-1-5,0-5-0], [11:0-3-8,0-4-8], [12:0-3-8,0-3-12], [13:0-4-0,0-5-8], [15:0-2-12,0-6-4], [16:0-3-8,0-5-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.69 0.72 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.21 0.06 (loc) 13 13 9 l/defl >999 >944 n/a L/d 240 180 n/a PLATES MT20 Weight: 228 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E BOT CHORD 2x8 SP 2250F 1.8E WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2, Right: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=6931/0-2-12 (req. 0-5-7), 9=6527/0-2-11 (req. 0-5-2) Max Horz 1=-37(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11104/0, 2-3=-11371/0, 3-4=-10684/0, 4-5=-10367/39, 5-6=-10367/38, 6-7=-10558/4, 7-8=-10933/0, 8-9=-10498/0 BOT CHORD 1-17=0/9397, 16-17=0/9397, 14-16=0/10536, 13-14=0/10388, 12-13=0/10255, 11-12=0/10102, 10-11=0/8878, 9-10=0/8878 WEBS 2-17=0/631, 2-16=-300/1216, 3-16=0/1810, 3-14=-410/0, 4-14=0/1853, 5-13=0/1790, 6-12=0/1637, 7-12=-357/149, 7-11=0/1427, 8-11=-260/1348, 8-10=0/420 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 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 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 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, 9 greater than input bearing size. 9) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc max. starting at 1-6-11 from the left end to 9-6-11 to connect truss(es) to front face of bottom chord. 10) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 8-0-0 oc max. starting at 3-6-11 from the left end to 15-6-11 to connect truss(es) to front face of bottom chord. 11) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 2-5-10 from the left end to connect truss(es) to back face of bottom Continued chord, on skewed page 2 33.3 deg.to the right, sloping 0.0 deg. down. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 7-11-15 29-5-9 5-2-9 34-8-1 5-2-9 37-5-4 2-9-3 43-5-0 5-11-12 -1-0-0 1-0-0 6-11-9 6-11-9 13-7-15 6-8-6 18-11-7 5-3-9 24-3-0 5-3-9 29-5-9 5-2-9 34-8-1 5-2-9 37-5-4 2-9-3 43-5-0 5-11-12 0-7-7 12-0-0 1-8-9 3-0-0 12-0-0 10.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-4], [5:0-6-4,0-2-0], [6:0-3-0,0-1-12], [10:Edge,0-2-11], [11:0-0-12,0-1-8], [12:0-5-0,0-2-0], [13:0-3-12,0-2-10], [14:0-3-8,0-6-0], [20:0-2-6,0-2-4] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.86 0.88 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.51 0.21 (loc) 20-22 19-20 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 295 lb FT = 10% GRIP 169/123 127/93 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 5-8: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 2-21: 2x4 SPF-S 1650F 1.6E, 16-18: 2x6 SPF No.2 13-16: 2x8 SP No.2 WEBS 2x4 SPF No.2 *Except* 5-20,6-20: 2x4 SPF-S 1650F 1.6E, 12-13: 2x6 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins, except end verticals, and 2-0-0 oc purlins (2-5-12 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 1 Row at midpt 7-18 WEBS 1 Row at midpt 6-20, 9-18, 9-15, 11-15 REACTIONS. (lb/size) 2=2108/(0-3-8 + H10A Simpson Strong-Tie) (req. 0-3-10), 13=3974/0-3-8 (req. 0-6-12) Max Horz 2=245(LC 11) Max Uplift 2=-30(LC 11), 13=-307(LC 12) Max Grav 2=2312(LC 34), 13=4286(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3127/44, 3-5=-3030/222, 5-6=-2391/123, 6-7=-3766/193, 7-9=-3771/193, 9-10=-3135/187, 10-11=-4046/232, 11-12=-4769/294, 12-13=-3920/213 BOT CHORD 2-22=-162/2245, 20-22=-133/2096, 7-18=-492/91, 17-18=-191/3650, 15-17=-191/3652, 14-15=-196/3610, 13-14=-89/424 WEBS 3-22=-606/277, 5-22=-190/1006, 5-20=-123/1238, 6-20=-2225/198, 18-20=-186/3025, 6-18=-98/1796, 9-18=-221/528, 9-17=0/255, 9-15=-1330/283, 10-15=-121/2248, 11-15=-1654/366, 11-14=-433/1616, 12-14=-172/3359 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 10 = 2% 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, with BCDL = 10.0psf. 10) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 11) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Continued capacity on of page bearing 2 surface. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 CSI. TC BC WB Matrix-S 0.75 0.13 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 29 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=264/Mechanical, 2=352/0-3-8 Max Horz 2=69(LC 11) Max Uplift 5=-66(LC 8), 2=-64(LC 11) Max Grav 5=423(LC 30), 2=438(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-436/85, 4-5=-268/41 WEBS 3-5=-262/69 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) 5. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 1-6-0 from the left end to connect truss(es) to back face of bottom chord, skewed 39.8 deg.to the right, sloping 0.0 deg. down. 12) Use Simpson Strong-Tie LU24 (4-10d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 4-0-12 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 44 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued LOAD CASE(on page S) Standard 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.56 0.09 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 7 7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 45 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=306/Mechanical, 2=406/0-3-8 Max Horz 2=204(LC 11) Max Uplift 6=-111(LC 11) Max Grav 6=464(LC 34), 2=598(LC 34) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-454/0, 3-4=-323/0 BOT CHORD 6-7=-65/327 WEBS 4-6=-384/76 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 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) except (jt=lb) 6=111. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 2-0-0 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 Special LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 3-8-11 3-8-11 7-2-4 3-5-9 11-10-7 4-8-3 16-6-11 4-8-3 21-2-14 4-8-3 25-11-1 4-8-3 30-7-5 4-8-3 35-3-8 4-8-3 38-2-10 2-11-2 41-1-12 2-11-2 43-5-0 2-3-4 -1-0-0 1-0-0 3-8-11 3-8-11 7-2-4 3-5-9 11-10-7 4-8-3 16-6-11 4-8-3 21-2-14 4-8-3 25-11-1 4-8-3 30-7-5 4-8-3 35-3-8 4-8-3 38-2-10 2-11-2 41-1-12 2-11-2 43-5-0 2-3-4 0-7-7 6-7-5 2-8-9 2-0-0 6-7-5 10.00 12 Plate Offsets (X,Y)-- [2:0-8-0,0-0-7], [3:0-1-8,0-1-8], [4:0-9-4,0-2-4], [13:0-2-12,0-2-4], [14:0-4-4,0-2-0], [15:0-3-0,0-1-8], [16:Edge,0-3-8], [19:0-3-8,0-4-4], [20:Edge,0-3-8], [21:0-2-8,0-4-8], [27:0-2-12,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.59 0.85 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.63 0.12 (loc) 24 24 16 l/defl >999 >827 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 638 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP No.2 *Except* 12-20: 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-11 max.): 4-14. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=4889/0-3-8 (req. 0-4-0), 16=4557/Mechanical Max Horz 2=173(LC 11) Max Uplift 2=-1295(LC 8), 16=-1477(LC 7) Max Grav 2=5138(LC 33), 16=5068(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7059/1858, 3-4=-6768/1923, 4-5=-7503/2208, 5-6=-7502/2208, 6-8=-9465/2813, 8-9=-9465/2813, 9-10=-7580/2320, 10-12=-8145/2468, 12-13=-8134/2466, 13-14=-2696/823, 14-15=-3444/1033, 15-16=-4905/1448 BOT CHORD 2-29=-1450/5217, 28-29=-1450/5217, 27-28=-1488/5154, 25-27=-2683/9037, 24-25=-2683/9037, 22-24=-2697/8857, 21-22=-2697/8857, 20-21=-104/342, 19-20=-98/274, 12-19=-418/80, 18-19=-1690/5592, 17-18=-1690/5592 WEBS 3-29=-30/388, 3-28=-379/162, 4-28=-267/1085, 4-27=-1226/3870, 5-27=-539/113, 6-27=-2536/810, 6-25=-357/1023, 6-24=-252/800, 8-24=-271/90, 9-24=-196/1004, 9-22=-249/605, 9-21=-2110/618, 10-21=-904/229, 19-21=-2425/7910, 10-19=-205/767, 13-19=-1312/4279, 13-18=-221/564, 13-17=-5212/1597, 14-17=-635/1984, 15-17=-1110/3724 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 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 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. Continued 9) All plates on are page MT20 2 plates unless otherwise indicated. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 4-3-8 0-10-1 6-1-8 1-10-0 10-3-0 4-1-8 14-6-8 4-3-8 16-6-6 1-11-14 18-10-0 2-3-10 -1-0-0 1-0-0 1-10-10 1-10-10 3-5-7 1-6-13 5-1-7 1-8-0 6-1-8 1-0-1 10-3-0 4-1-8 14-6-8 4-3-8 16-6-6 1-11-14 18-10-0 2-3-10 0-9-7 4-2-14 9-4-7 0-9-7 2-0-0 2-2-14 12.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-4-1,0-2-8], [3:0-6-12,0-2-8], [4:0-6-12,0-5-0], [5:0-6-0,0-5-8], [6:0-1-12,0-2-4], [7:0-4-12,0-2-8], [8:0-0-12,0-1-8], [9:0-1-4,0-1-8], [10:0-4-1,0-2-8], [12:0-6-0,0-5-12], [14:0-5-8,0-6-0], [15:1-1-4,0-6-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.82 0.87 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.44 0.42 (loc) 13-14 13-14 10 l/defl >999 >511 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 476 lb FT = 10% GRIP 169/123 148/108 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* 4-5: 2x8 SP No.2, 5-7: 2x6 SP No.1 BOT CHORD 2x8 SP 2250F 1.8E *Except* 2-15: 2x8 SP No.2 WEBS 2x4 SPF No.2 *Except* 6-14,4-15: 2x6 SPF No.2, 7-13: 2x4 SPF-S 1650F 1.6E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=10866/0-3-8 (req. 0-5-11), 2=7964/0-3-8 (req. 0-4-5) Max Horz 2=180(LC 58) Max Uplift 2=-433(LC 11) Max Grav 10=10866(LC 1), 2=8298(LC 36) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-17794/1030, 3-4=-19712/1141, 4-5=-15923/934, 5-6=-22602/1170, 6-7=-11168/0, 7-8=-11025/0, 8-9=-19290/0, 9-10=-18623/0 BOT CHORD 2-15=-815/12394, 3-15=-150/3442, 14-15=-1160/21453, 13-14=-943/17018, 12-13=0/13226, 11-12=0/14022, 10-11=0/13182 WEBS 5-15=-8343/394, 5-14=-8441/413, 6-14=-1786/12640, 6-13=-10851/1585, 7-13=0/15103, 8-13=-6414/0, 8-12=0/9129, 9-12=0/1710, 9-11=0/278, 4-15=-645/12009 NOTES- 1) n/a 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 14-5 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 3) 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. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 6) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 9) Provide adequate drainage to prevent water ponding. 10) All plates are MT20 plates unless otherwise indicated. Continued on page 2 PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 19-7-1 1-8-5 22-0-0 2-4-15 2-4-15 2-4-15 4-1-4 1-8-5 6-5-7 2-4-3 7-3-5 0-9-14 11-0-0 3-8-11 14-8-11 3-8-11 15-6-9 0-9-14 17-10-12 2-4-3 19-7-1 1-8-5 22-0-0 2-4-15 23-0-0 1-0-0 0-10-15 11-10-15 0-10-15 12.00 12 Plate Offsets (X,Y)-- [4:0-9-0,0-0-4], [8:0-9-0,0-0-4], [10:0-0-0,0-0-0], [11:0-0-0,0-0-0], [14:0-3-0,0-7-12], [15:0-3-0,0-7-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.96 0.93 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in -0.30 -0.46 0.02 -0.21 (loc) 14-15 14-15 11 14-15 l/defl >872 >570 n/a 810 L/d 480 240 n/a 360 PLATES MT20 Weight: 221 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x8 SP No.2 BOT CHORD 2x10 SP No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-15. JOINTS 1 Brace at Jt(s): 17 REACTIONS. (lb/size) 1=978/0-3-8, 11=1050/0-3-8 Max Horz 1=-226(LC 11) Max Grav 1=1301(LC 25), 11=1363(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1606/0, 2-4=-2096/0, 4-5=-1050/66, 7-8=-1052/67, 8-10=-2096/0, 10-11=-1592/0 BOT CHORD 1-16=-12/1206, 15-16=-17/1189, 14-15=0/1097, 13-14=0/1057, 11-13=0/1082 WEBS 2-16=-885/43, 4-15=0/1560, 5-17=-1082/63, 7-17=-1082/63, 8-14=0/1560, 10-13=-899/49 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0, Interior(1) 14-0-0 to 20-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17; Wall dead load (5.0psf) on member(s).4-15, 8-14 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 14-15 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 19-8-5 1-9-9 22-0-0 2-3-11 -1-0-0 1-0-0 2-3-11 2-3-11 4-1-4 1-9-9 6-5-7 2-4-3 7-3-5 0-9-14 11-0-0 3-8-11 14-8-11 3-8-11 15-6-9 0-9-14 17-10-12 2-4-3 19-8-5 1-9-9 22-0-0 2-3-11 23-0-0 1-0-0 0-10-15 11-10-15 0-10-15 12.00 12 Plate Offsets (X,Y)-- [5:0-9-0,0-0-4], [9:0-9-0,0-0-4], [10:0-0-0,0-0-0], [11:0-0-0,0-0-0], [12:0-0-0,0-0-0], [15:0-3-0,0-7-12], [16:0-3-0,0-7-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.96 0.93 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) Attic in -0.30 -0.46 0.02 -0.21 (loc) 15-16 15-16 12 15-16 l/defl >869 >568 n/a 806 L/d 480 240 n/a 360 PLATES MT20 Weight: 225 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x8 SP No.2 BOT CHORD 2x10 SP No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16. JOINTS 1 Brace at Jt(s): 18 REACTIONS. (lb/size) 2=1048/0-3-8, 12=1048/0-3-8 Max Horz 2=-232(LC 11) Max Grav 2=1362(LC 24), 12=1362(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1571/0, 3-5=-2072/0, 5-6=-1049/66, 8-9=-1049/65, 9-11=-2071/0, 11-12=-1567/0 BOT CHORD 2-17=-9/1192, 16-17=-14/1173, 15-16=0/1094, 14-15=0/1049, 12-14=0/1074 WEBS 3-17=-890/39, 5-16=0/1522, 6-18=-1080/57, 8-18=-1080/57, 9-15=0/1522, 11-14=-890/47 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-2-14, Interior(1) 2-2-14 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0, Interior(1) 14-0-0 to 19-9-2 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-18, 8-18; Wall dead load (5.0psf) on member(s).5-16, 9-15 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 27-10-0 4-7-0 32-8-8 4-10-8 0-7-7 12-0-0 9-0-0 3-0-0 12-0-0 10.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-2-0], [9:0-1-12,0-2-0], [11:0-1-12,0-2-0], [12:0-2-12,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.97 0.76 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.67 0.07 (loc) 11-12 11-12 11 l/defl >999 >576 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 11-12: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-6-3 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. 1 Row at midpt 7-12 WEBS 1 Row at midpt 10-11, 5-14, 6-14, 6-12, 9-11 REACTIONS. (lb/size) 11=1295/0-3-8, 2=1367/0-3-8 Max Horz 2=368(LC 13) Max Uplift 11=-101(LC 10) Max Grav 11=1932(LC 32), 2=1598(LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2062/13, 3-5=-2029/173, 5-6=-1161/111, 6-7=-1437/98, 7-9=-1442/95 BOT CHORD 2-16=-228/1464, 14-16=-131/1091, 7-12=-498/81, 11-12=-69/890 WEBS 3-16=-657/276, 5-16=-203/1040, 5-14=-157/416, 6-14=-791/138, 12-14=-119/1445, 9-12=-55/1158, 9-11=-1838/150 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-5-0, Exterior(2) 9-5-0 to 13-7-15, Interior(1) 17-10-13 to 29-6-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11 and 2. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 6-3-0 25-10-7 6-3-0 32-5-0 6-6-8 1-7-5 2-5-1 9-0-0 7.95 12 10.00 12 Plate Offsets (X,Y)-- [2:0-3-12,0-2-0], [3:0-4-0,0-3-4], [4:0-2-8,0-1-12], [7:0-2-0,Edge], [11:0-1-8,0-1-8], [15:0-5-0,0-2-4], [16:0-1-12,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.84 0.74 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.51 0.08 (loc) 11-13 13-15 10 l/defl >999 >755 n/a L/d 240 180 n/a PLATES MT20 Weight: 171 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 10-12: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-4 max.): 2-3, 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10, 6-13, 6-11 2 Rows at 1/3 pts 8-10 REACTIONS. (lb/size) 10=1285/0-3-8, 16=1285/Mechanical Max Horz 16=221(LC 13) Max Uplift 10=-85(LC 10) Max Grav 10=1921(LC 37), 16=1292(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2839/18, 3-4=-4003/91, 4-5=-1932/94, 5-6=-1473/106, 6-8=-1410/55, 9-10=-310/49 BOT CHORD 15-16=-222/661, 13-15=-175/1809, 11-13=-94/1608, 10-11=-61/1140 WEBS 2-15=0/2451, 3-15=-2729/102, 4-15=-32/2147, 4-13=-924/141, 5-13=0/836, 6-13=-276/278, 6-11=-584/116, 8-11=0/878, 8-10=-1896/105, 2-16=-1358/52 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-2-12, Interior(1) 4-2-12 to 10-4-7, Exterior(2) 10-4-7 to 13-4-7, Interior(1) 16-4-7 to 29-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 7.95 12 10.00 12 Plate Offsets (X,Y)-- [2:0-3-12,0-2-0], [4:0-6-4,0-2-0], [6:0-2-0,Edge], [9:0-2-12,0-2-0], [10:0-1-8,0-1-8], [14:0-4-0,0-1-8], [15:0-1-12,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.84 0.82 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.46 0.08 (loc) 12-14 12-14 9 l/defl >999 >843 n/a L/d 240 180 n/a PLATES MT20 Weight: 172 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-13 max.): 2-3, 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 4-12, 5-12, 5-10 2 Rows at 1/3 pts 7-9 REACTIONS. (lb/size) 9=1285/0-3-8, 15=1285/Mechanical Max Horz 15=195(LC 13) Max Uplift 9=-84(LC 10) Max Grav 9=1921(LC 37), 15=1288(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2050/53, 3-4=-2784/173, 4-5=-1548/96, 5-7=-1308/54, 8-9=-307/49 BOT CHORD 14-15=-193/814, 12-14=-123/1449, 10-12=-98/1606, 9-10=-59/1142 WEBS 2-14=0/1630, 3-14=-1939/177, 4-14=-123/1464, 4-12=-81/427, 5-12=-162/331, 5-10=-662/97, 7-10=0/892, 7-9=-1907/101, 2-15=-1406/48 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 5-11-2, Interior(1) 5-11-2 to 10-4-7, Exterior(2) 10-4-7 to 13-4-7, Interior(1) 16-4-7 to 29-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 21-3-7 7-11-0 29-2-8 7-11-1 36-11-12 7-9-4 37-1-9 0-1-13 38-11-1 1-9-8 42-1-8 3-2-7 2-1-0 2-1-0 4-7-9 2-6-9 10-3-6 5-7-14 13-4-7 3-1-0 20-4-7 7-0-1 27-4-8 7-0-1 34-4-9 7-0-1 37-1-9 2-9-0 38-11-1 1-9-8 42-1-8 3-2-7 43-1-8 1-0-0 3-1-13 4-8-14 6-5-2 9-0-0 5-2-10 10-0-0 1-4-15 1-0-0 10-0-0 9.14 12 7.95 12 10.00 12 18.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-3], [5:0-3-4,0-2-4], [8:0-1-12,0-1-8], [9:0-3-8,0-2-0], [11:0-5-4,0-2-4], [12:0-2-0,0-1-8], [17:0-4-12,Edge], [18:0-3-0,0-1-12], [23:0-3-12,0-1-8], [24:0-1-12,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.77 0.88 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.43 0.10 (loc) 21-23 21-23 17 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 252 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7,7-9: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-15 max.): 3-4, 5-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-23, 6-21, 6-20, 8-18, 9-17 REACTIONS. (lb/size) 14=-148/0-3-8, 17=2130/(0-3-8 + H10A Simpson Strong-Tie) (req. 0-4-3), 24=1433/Mechanical Max Horz 24=-202(LC 14) Max Uplift 14=-402(LC 65), 24=-8(LC 13) Max Grav 14=108(LC 56), 17=2682(LC 43), 24=1495(LC 43) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1266/111, 3-4=-1062/113, 4-5=-2303/193, 5-6=-1792/178, 6-8=-2031/179, 8-9=-1330/152, 9-10=-37/587, 10-11=-16/529, 11-12=-36/503, 12-14=-77/431 BOT CHORD 23-24=-100/705, 21-23=-93/2030, 20-21=-109/2078, 18-20=-94/1630, 17-18=-38/449, 10-17=-318/80 WEBS 2-23=-16/805, 3-23=0/548, 4-23=-1447/83, 4-21=-735/138, 5-21=-33/1076, 6-21=-464/116, 6-20=-431/97, 8-20=-8/718, 8-18=-1416/148, 9-18=-48/1802, 9-17=-2417/105, 11-17=-393/110, 11-15=-77/257, 2-24=-1541/69, 12-15=-277/93 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 7-7-9, Interior(1) 7-7-9 to 10-3-6, Exterior(2) 10-3-6 to 13-4-7, Interior(1) 16-4-7 to 31-4-9, Exterior(2) 34-4-9 to 37-3-5, Interior(1) 38-11-1 to 40-1-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24. 10) H10A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 6-4-4 20-10-0 8-1-12 28-11-13 8-1-13 36-11-12 7-11-15 37-1-9 0-1-13 38-11-1 1-9-8 42-1-8 3-2-7 3-3-7 3-3-7 5-5-6 2-1-15 6-3-15 0-10-10 12-8-4 6-4-4 13-4-7 0-8-3 20-4-7 7-0-1 27-4-8 7-0-1 34-4-9 7-0-1 37-1-9 2-9-0 38-11-1 1-9-8 42-1-8 3-2-7 43-1-8 1-0-0 3-6-7 6-2-5 7-10-2 8-5-2 8-5-3 9-0-0 5-2-10 10-0-0 1-4-15 1-0-0 10-0-0 9.72 12 9.14 12 7.95 12 10.00 12 18.00 12 Plate Offsets (X,Y)-- [4:0-8-8,0-1-12], [6:0-5-4,0-2-4], [9:0-1-12,0-1-8], [10:0-3-8,0-2-0], [12:0-5-4,0-2-4], [13:0-2-0,0-1-8], [18:0-4-12,Edge], [19:0-3-0,0-1-12], [23:0-4-0,0-1-12] , [25:0-1-12,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.55 0.82 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.43 0.08 (loc) 21-23 21-23 18 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 274 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 1-2,2-3,10-12,12-14: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-13 max.): 4-5, 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-24, 5-23, 6-21, 7-21, 9-19, 10-18, 2-25 REACTIONS. (lb/size) 15=-83/0-3-8, 18=2057/(0-3-8 + H10A Simpson Strong-Tie) (req. 0-4-1), 25=1441/Mechanical Max Horz 25=-208(LC 14) Max Uplift 15=-309(LC 69), 18=-16(LC 9), 25=-8(LC 10) Max Grav 15=153(LC 60), 18=2577(LC 45), 25=1506(LC 45) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1310/134, 3-4=-1224/136, 4-5=-1815/158, 5-6=-2149/209, 6-7=-2127/176, 7-9=-2085/170, 9-10=-1409/148, 10-11=-50/495, 11-12=-29/436, 12-13=-48/413, 13-15=-122/337 BOT CHORD 24-25=-108/833, 23-24=-100/1107, 21-23=-120/1801, 19-21=-103/1669, 18-19=-36/491, 11-18=-314/80 WEBS 2-24=-35/612, 4-24=-506/158, 4-23=-92/1273, 5-23=-1409/171, 6-23=-53/1044, 6-21=-74/500, 7-21=-771/133, 9-21=-30/695, 9-19=-1393/165, 10-19=-68/1809, 10-18=-2341/131, 12-18=-325/120, 2-25=-1571/57 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-3-7, Interior(1) 3-3-7 to 5-5-6, Exterior(2) 5-5-6 to 6-3-15, Interior(1) 9-3-15 to 12-8-4, Exterior(2) 13-4-7 to 37-3-5, Interior(1) 37-3-5 to 38-11-1, Exterior(2) 40-1-8 to 43-1-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25. 11) H10A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18. This connection is for uplift only and does not consider lateral forces. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 20-9-15 8-1-13 28-11-12 8-1-13 36-11-12 8-0-0 37-1-9 0-1-13 38-11-1 1-9-8 42-1-8 3-2-7 3-3-6 3-3-6 5-5-5 2-1-15 6-3-15 0-10-10 12-8-2 6-4-2 13-4-7 0-8-5 20-4-8 7-0-1 27-4-8 7-0-1 34-4-9 7-0-1 37-1-9 2-9-0 38-11-1 1-9-8 42-1-8 3-2-7 43-1-8 1-0-0 3-6-7 6-2-5 7-10-1 8-5-2 8-5-1 9-0-0 5-2-10 10-0-0 1-4-15 1-0-0 10-0-0 9.72 12 9.14 12 7.96 12 10.00 12 18.00 12 Plate Offsets (X,Y)-- [4:0-8-8,0-1-12], [6:0-5-4,0-2-4], [9:0-1-12,0-1-8], [10:0-3-8,0-2-0], [12:0-5-4,0-2-4], [13:0-2-0,0-1-8], [18:0-4-12,Edge], [19:0-3-0,0-1-12], [23:0-4-0,0-1-12] , [25:0-1-12,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.55 0.82 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.43 0.08 (loc) 21-23 21-23 18 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 274 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 1-2,2-3,10-12,12-14: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-13 max.): 4-5, 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-24, 5-23, 6-21, 7-21, 9-19, 10-18, 2-25 REACTIONS. (lb/size) 15=-83/0-3-8, 18=2058/(0-3-8 + H10A Simpson Strong-Tie) (req. 0-4-1), 25=1441/Mechanical Max Horz 25=-208(LC 14) Max Uplift 15=-310(LC 69), 18=-16(LC 9), 25=-8(LC 10) Max Grav 15=152(LC 60), 18=2578(LC 45), 25=1506(LC 45) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1310/134, 3-4=-1225/136, 4-5=-1815/158, 5-6=-2154/209, 6-7=-2127/176, 7-9=-2085/170, 9-10=-1409/148, 10-11=-50/496, 11-12=-29/437, 12-13=-48/414, 13-15=-121/338 BOT CHORD 24-25=-108/833, 23-24=-99/1107, 21-23=-120/1801, 19-21=-102/1668, 18-19=-36/490, 11-18=-314/80 WEBS 2-24=-35/612, 4-24=-505/157, 4-23=-92/1276, 5-23=-1413/172, 6-23=-53/1047, 6-21=-74/500, 7-21=-771/133, 9-21=-29/696, 9-19=-1393/165, 10-19=-68/1809, 10-18=-2341/131, 12-18=-326/120, 2-25=-1571/57 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-3-6, Interior(1) 3-3-6 to 5-5-5, Exterior(2) 5-5-5 to 6-3-15, Interior(1) 9-3-15 to 12-8-2, Exterior(2) 13-4-7 to 37-3-5, Interior(1) 37-3-5 to 38-11-1, Exterior(2) 40-1-8 to 43-1-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25. 11) H10A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18. This connection is for uplift only and does not consider lateral forces. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 21-3-7 7-11-0 29-2-8 7-11-1 36-11-12 7-9-4 37-1-9 0-1-13 42-1-8 4-11-15 2-0-15 2-0-15 4-7-9 2-6-10 10-3-5 5-7-12 13-4-7 3-1-1 20-4-8 7-0-1 27-4-8 7-0-1 34-4-9 7-0-1 37-1-9 2-9-0 38-11-1 1-9-8 42-1-8 3-2-7 43-1-8 1-0-0 3-1-13 4-8-13 6-5-3 9-0-0 5-2-10 10-0-0 1-4-15 1-0-0 10-0-0 9.14 12 7.96 12 10.00 12 18.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-3], [5:0-9-4,0-2-4], [8:0-1-12,0-1-8], [9:0-3-4,0-2-0], [11:0-3-0,0-1-12], [12:0-2-0,0-1-8], [16:0-6-0,0-2-0], [17:0-3-0,0-1-12], [22:0-3-12,0-1-8], [23:0-1-12,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.77 0.90 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.43 0.11 (loc) 20-22 20-22 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 246 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7,7-9: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-6 max.): 3-4, 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 4-22, 6-20, 6-19, 8-17, 9-16 REACTIONS. (lb/size) 14=83/0-3-8, 16=1871/(0-3-8 + H10A Simpson Strong-Tie) (req. 0-3-12), 23=1462/Mechanical Max Horz 23=-202(LC 14) Max Uplift 14=-245(LC 65), 23=-16(LC 13) Max Grav 14=262(LC 56), 16=2401(LC 57), 23=1530(LC 43) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1299/126, 3-4=-1089/125, 4-5=-2373/226, 5-6=-1846/203, 6-8=-2117/219, 8-9=-1448/208, 9-10=-83/433, 10-11=-38/374, 11-12=-74/385, 12-14=-209/297 BOT CHORD 22-23=-100/713, 20-22=-94/2090, 19-20=-111/2160, 17-19=-96/1740, 16-17=-41/551, 10-16=-315/77 WEBS 2-22=-21/825, 3-22=0/566, 4-22=-1496/105, 4-20=-742/143, 5-20=-54/1114, 6-20=-509/126, 6-19=-395/96, 8-19=-7/683, 8-17=-1379/147, 9-17=-47/1759, 9-16=-2192/100, 2-23=-1578/87 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 7-7-9, Interior(1) 7-7-9 to 10-3-5, Exterior(2) 10-3-5 to 13-4-7, Interior(1) 16-4-7 to 31-4-9, Exterior(2) 34-4-9 to 37-3-5, Interior(1) 38-11-1 to 40-1-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23. 11) H10A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 16. This connection is for uplift only and does not consider lateral forces. 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14. This Continued connection on page is for 2 uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 2-5-13 4-5-3 9-0-0 6-8-9 9-0-0 7.96 12 10.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-3], [4:0-9-4,0-2-4], [8:0-3-4,0-2-0], [11:0-1-8,0-1-8], [15:0-2-8,0-2-4], [16:0-1-12,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.67 0.53 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.62 0.07 (loc) 13-15 13-15 10 l/defl >999 >713 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 214 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4,4-6,6-8: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-3-10 max.): 2-3, 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 5-11, 7-11, 8-10 REACTIONS. (lb/size) 16=1473/Mechanical, 10=1473/Mechanical Max Horz 16=157(LC 13) Max Uplift 10=-20(LC 10) Max Grav 16=1540(LC 38), 10=2013(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2516/94, 3-4=-3404/226, 4-5=-2077/134, 5-7=-1802/111, 7-8=-1822/113 BOT CHORD 15-16=-148/986, 13-15=-101/1830, 11-13=-100/2179, 10-11=-26/588 WEBS 2-15=-8/2021, 3-15=-2288/210, 4-15=-109/1567, 4-13=-38/636, 5-13=-330/292, 5-11=-611/64, 7-11=-798/137, 8-11=-68/1932, 2-16=-1716/71, 8-10=-2016/111 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 5-11-3, Interior(1) 5-11-3 to 10-4-7, Exterior(2) 10-4-7 to 13-4-7, Interior(1) 16-4-7 to 31-4-9, Exterior(2) 34-4-9 to 36-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 5-5-13 4-2-15 9-5-2 3-11-5 13-4-7 3-11-5 20-4-8 7-0-1 27-4-8 7-0-1 34-4-9 7-0-1 37-1-8 2-8-15 1-7-6 2-5-3 9-0-0 6-8-9 9-0-0 7.96 12 10.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-3], [3:0-3-4,0-3-4], [4:0-2-8,0-1-12], [5:0-3-12,0-2-8], [9:0-3-4,0-2-0], [11:Edge,0-2-0], [12:0-3-0,0-1-12], [17:0-2-0,0-1-12], [18:0-2-12,0-2-4], [19:0-1-12,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.67 0.86 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.57 0.13 (loc) 14-15 15-17 11 l/defl >999 >771 n/a L/d 240 180 n/a PLATES MT20 Weight: 205 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7,7-9: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-1 max.): 2-3, 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-18, 6-15, 6-14, 8-12, 9-11 REACTIONS. (lb/size) 19=1473/Mechanical, 11=1473/Mechanical Max Horz 19=183(LC 13) Max Uplift 11=-21(LC 10) Max Grav 19=1540(LC 38), 11=2013(LC 38) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-899/47, 3-4=-4453/157, 4-5=-2428/143, 5-6=-1862/144, 6-8=-2148/133, 8-9=-1517/98 BOT CHORD 18-19=-180/804, 17-18=-190/3522, 15-17=-153/2243, 14-15=-97/2185, 12-14=-80/1774, 11-12=-25/591 WEBS 2-18=0/1399, 3-18=-2952/43, 3-17=-1599/124, 4-17=-50/2074, 4-15=-974/139, 5-15=0/1098, 6-15=-542/130, 6-14=-387/106, 8-14=-20/648, 8-12=-1355/150, 9-12=-51/1765, 2-19=-1653/56, 9-11=-2038/100 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-2-13, Interior(1) 4-2-13 to 10-4-7, Exterior(2) 10-4-7 to 13-4-7, Interior(1) 16-4-7 to 31-4-9, Exterior(2) 34-4-9 to 36-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.0psf. 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) 11. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 9-5-4 43-5-0 9-8-12 -1-0-0 1-0-0 6-10-5 6-10-5 13-7-15 6-9-9 18-11-7 5-3-9 24-3-0 5-3-9 29-5-9 5-2-9 34-8-1 5-2-9 38-10-13 4-2-11 43-5-0 4-6-3 0-7-7 12-0-0 1-8-9 3-0-0 12-0-0 10.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-2-0], [6:0-1-12,0-2-0], [10:0-4-0,0-1-12], [16:0-2-8,Edge], [18:0-1-3,0-2-4] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.67 0.87 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.71 0.18 (loc) 14-16 14-16 13 l/defl >999 >734 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5,1-4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 15-16,13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, except end verticals, and 2-0-0 oc purlins (2-11-15 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18. 1 Row at midpt 7-16 WEBS 1 Row at midpt 9-14, 11-13 2 Rows at 1/3 pts 6-18 REACTIONS. (lb/size) 2=1795/0-3-8, 13=1724/0-3-8 Max Horz 2=245(LC 13) Max Grav 2=2000(LC 36), 13=2033(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2635/124, 3-5=-2585/271, 5-6=-1926/206, 6-7=-2880/219, 7-9=-2887/217, 9-10=-1975/178, 10-11=-2431/183, 11-12=-294/64, 12-13=-316/58 BOT CHORD 2-20=-122/1901, 18-20=-89/1733, 7-16=-495/91, 14-16=-74/2551, 13-14=-56/1606 WEBS 3-20=-630/271, 5-20=-188/995, 5-18=-81/929, 6-18=-1650/133, 16-18=-109/2448, 6-16=-23/1119, 9-16=-49/642, 9-14=-1324/168, 10-14=-30/1200, 11-14=-94/375, 11-13=-2343/104 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-5-0, Exterior(2) 9-5-0 to 13-7-15, Interior(1) 17-10-13 to 30-5-3, Exterior(2) 34-8-1 to 43-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 13. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 8-7-2 43-5-0 8-8-15 -1-0-0 1-0-0 6-10-5 6-10-5 13-7-15 6-9-9 19-10-7 6-2-8 26-0-15 6-2-8 30-4-8 4-3-9 34-8-1 4-3-9 38-10-13 4-2-11 43-5-0 4-6-3 0-7-7 12-0-0 1-8-9 3-0-0 12-0-0 10.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-2-0], [10:0-4-4,0-2-0], [13:0-1-12,0-2-0], [16:0-2-8,0-2-12], [18:0-1-3,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.88 0.97 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.55 0.17 (loc) 14-16 14-16 13 l/defl >999 >935 n/a L/d 240 180 n/a PLATES MT20 Weight: 251 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5,1-4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 15-16,13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 7-16 WEBS 1 Row at midpt 6-18, 9-14, 11-13 REACTIONS. (lb/size) 2=1795/0-3-8, 13=1724/0-3-8 Max Horz 2=244(LC 13) Max Grav 2=2000(LC 36), 13=2033(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2627/128, 3-5=-2510/253, 5-6=-2004/206, 6-7=-2813/218, 7-9=-2818/216, 9-10=-1841/179, 10-11=-2411/188, 11-12=-287/67, 12-13=-312/62 BOT CHORD 2-20=-124/1897, 18-20=-91/1736, 7-16=-507/92, 14-16=-63/2439, 13-14=-54/1612 WEBS 3-20=-599/258, 5-20=-154/967, 5-18=-87/880, 6-18=-1496/153, 16-18=-111/2429, 6-16=-24/869, 9-16=-60/834, 9-14=-1393/157, 10-14=-39/1221, 11-14=-91/370, 11-13=-2361/94 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-5-0, Exterior(2) 9-5-0 to 13-7-15, Interior(1) 17-10-13 to 30-4-8, Exterior(2) 34-8-1 to 43-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 13. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 6-9-9 19-10-7 6-2-8 26-0-15 6-2-8 34-8-1 8-7-2 43-5-0 8-8-15 -1-0-0 1-0-0 6-10-5 6-10-5 13-7-15 6-9-9 19-10-7 6-2-8 26-0-15 6-2-8 30-4-8 4-3-9 34-8-1 4-3-9 38-10-13 4-2-11 43-5-0 4-6-3 0-7-7 12-0-0 4-5-5 0-3-4 1-8-9 3-0-0 12-0-0 10.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-1-8,0-1-8], [5:0-4-0,0-1-4], [6:0-2-0,0-1-12], [10:0-4-4,0-2-0], [16:0-2-8,Edge], [18:0-1-8,0-2-8], [22:0-1-0,0-1-4] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.98 0.85 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.58 0.21 (loc) 14-16 14-16 22 l/defl >999 >899 n/a L/d 240 180 n/a PLATES MT20 Weight: 257 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 15-16,13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18. 1 Row at midpt 7-16 WEBS 1 Row at midpt 3-19, 9-14, 11-13 2 Rows at 1/3 pts 6-18 REACTIONS. (lb/size) 2=1795/0-3-8, 22=1724/Mechanical Max Horz 2=244(LC 13) Max Grav 2=2000(LC 36), 22=2033(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2679/111, 3-5=-2341/201, 5-6=-2154/213, 6-7=-2815/215, 7-9=-2818/214, 9-10=-1840/175, 10-11=-2411/182, 11-12=-294/64, 13-22=-2033/74, 12-13=-316/60 BOT CHORD 2-21=-114/1913, 19-21=-114/1913, 18-19=-84/1746, 7-16=-510/92, 14-16=-63/2439, 13-14=-56/1613 WEBS 3-21=0/329, 3-19=-744/181, 5-19=-39/706, 5-18=-143/867, 6-18=-1696/145, 16-18=-95/2386, 6-16=-18/1157, 9-16=-60/835, 9-14=-1394/156, 10-14=-34/1221, 11-14=-91/371, 11-13=-2353/105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-5-0, Exterior(2) 9-5-0 to 13-7-15, Interior(1) 17-10-13 to 30-4-8, Exterior(2) 34-8-1 to 38-11-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 6-9-9 19-10-7 6-2-8 26-0-15 6-2-8 34-8-1 8-7-2 43-5-0 8-8-15 -1-0-0 1-0-0 6-10-5 6-10-5 13-7-15 6-9-9 19-10-7 6-2-8 26-0-15 6-2-8 30-4-8 4-3-9 34-8-1 4-3-9 38-10-13 4-2-11 43-5-0 4-6-3 0-7-7 12-0-0 3-5-5 1-3-4 1-8-9 3-0-0 12-0-0 10.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-1-8,0-1-8], [5:0-4-0,0-1-4], [6:0-2-0,0-1-12], [10:0-4-4,0-2-0], [16:0-2-8,Edge], [18:0-1-8,0-2-8], [22:0-1-0,0-1-4] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.98 0.85 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.57 0.20 (loc) 14-16 14-16 22 l/defl >999 >903 n/a L/d 240 180 n/a PLATES MT20 Weight: 256 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 15-16,13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18. 1 Row at midpt 7-16 WEBS 1 Row at midpt 3-19, 9-14, 11-13 2 Rows at 1/3 pts 6-18 REACTIONS. (lb/size) 2=1795/0-3-8, 22=1724/Mechanical Max Horz 2=244(LC 13) Max Grav 2=2000(LC 36), 22=2033(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2679/111, 3-5=-2341/201, 5-6=-2154/213, 6-7=-2815/215, 7-9=-2818/214, 9-10=-1840/175, 10-11=-2411/182, 11-12=-294/64, 13-22=-2033/74, 12-13=-316/60 BOT CHORD 2-21=-114/1913, 19-21=-114/1913, 18-19=-84/1746, 7-16=-510/92, 14-16=-63/2439, 13-14=-56/1613 WEBS 3-21=0/329, 3-19=-744/181, 5-19=-39/706, 5-18=-143/867, 6-18=-1696/145, 16-18=-95/2386, 6-16=-18/1157, 9-16=-60/835, 9-14=-1394/156, 10-14=-34/1221, 11-14=-91/371, 11-13=-2353/105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-5-0, Exterior(2) 9-5-0 to 13-7-15, Interior(1) 17-10-13 to 30-4-8, Exterior(2) 34-8-1 to 38-11-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 43-5-0 8-1-8 -1-0-0 1-0-0 6-10-5 6-10-5 13-7-15 6-9-9 20-8-0 7-0-1 27-8-0 7-0-1 34-8-1 7-0-1 35-3-8 0-7-7 39-2-8 3-11-0 43-5-0 4-2-8 0-7-7 12-0-0 2-8-9 2-0-0 12-0-0 10.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-2-0], [7:0-4-0,Edge], [9:0-3-12,0-2-8], [14:0-5-8,Edge], [16:0-1-4,0-1-12], [18:0-1-8,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.61 0.97 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.47 0.13 (loc) 16-18 16-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 268 lb FT = 10% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 9-12: 2x4 SPF No.2, 7-9: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 17-19: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-12 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 10-14 WEBS 1 Row at midpt 6-18, 6-16, 8-16, 8-14, 11-13 REACTIONS. (lb/size) 2=1795/0-3-8, 13=1724/Mechanical Max Horz 2=244(LC 13) Max Grav 2=2015(LC 42), 13=2033(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2666/128, 3-5=-2551/248, 5-6=-2013/205, 6-8=-2098/207, 8-9=-1579/189, 9-10=-1760/224, 10-11=-2132/192 BOT CHORD 2-20=-124/1943, 18-20=-91/1737, 16-18=-92/2166, 10-14=-58/454, 13-14=-47/1307 WEBS 3-20=-591/255, 5-20=-144/937, 5-18=-85/837, 6-18=-633/195, 6-16=-271/75, 8-14=-840/103, 11-14=-48/531, 11-13=-2233/99, 14-16=-66/2124, 9-14=-58/632 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-5-0, Exterior(2) 9-5-0 to 13-7-15, Interior(1) 17-10-13 to 30-5-3, Exterior(2) 34-8-1 to 43-3-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 18-10-0 4-3-8 -1-0-0 1-0-0 2-10-13 2-10-13 4-6-13 1-8-0 5-11-8 1-4-11 10-3-0 4-3-8 14-6-8 4-3-8 18-10-0 4-3-8 19-10-0 1-0-0 0-9-7 3-8-3 9-4-7 0-9-7 2-0-0 1-8-3 12.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-0-2], [4:0-4-4,0-1-12], [6:0-1-4,0-1-8], [8:0-1-4,0-1-8], [10:0-2-10,0-0-2], [14:0-1-8,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.55 0.55 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.19 0.20 (loc) 14 13-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 92 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 2-2-4, Right 2x4 SPF No.2 3-2-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, except 2-0-0 oc purlins (3-10-3 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=811/0-3-8, 10=811/0-3-8 Max Horz 2=-185(LC 11) Max Uplift 2=-20(LC 13), 10=-9(LC 14) Max Grav 2=1140(LC 38), 10=811(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1752/88, 4-5=-2155/97, 5-6=-1901/62, 6-7=-1010/76, 7-8=-837/96, 8-10=-1414/0 BOT CHORD 2-15=-126/1160, 14-15=-102/2267, 13-14=-51/1381, 12-13=0/843, 10-12=0/977 WEBS 4-15=-5/1578, 5-15=-562/22, 5-14=-1183/69, 8-12=0/491, 7-13=-46/838, 6-14=-9/831, 6-13=-972/150, 8-13=-431/106 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 4-6-13, Interior(1) 4-6-13 to 7-3-0, Exterior(2) 7-3-0 to 10-3-0, Interior(1) 13-3-0 to 16-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 10. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 2-0-0 12.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-0-2], [5:0-2-0,0-1-8], [8:0-2-10,0-0-2], [10:0-5-4,0-3-0], [11:0-5-4,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.40 0.73 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.65 0.14 (loc) 10-11 10-11 8 l/defl >752 >312 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 3-2-1, Right 2x4 SPF No.2 3-2-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=744/0-3-8, 8=744/0-3-8 Max Horz 2=-185(LC 11) Max Uplift 2=-10(LC 13), 8=-10(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1369/35, 4-5=-1316/259, 5-6=-1178/148, 6-8=-1345/0 BOT CHORD 2-11=-65/1110, 10-11=0/473, 8-10=0/971 WEBS 5-10=-134/855, 6-10=-219/275, 5-11=-234/966, 4-11=-219/255 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-7-0, Exterior(2) 5-7-0 to 8-7-0, Interior(1) 11-7-0 to 15-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with 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, with BCDL = 10.0psf. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 8. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017 8-7-0 18-2-0 1-0-0 0-9-7 9-4-7 0-9-7 2-0-0 12.00 12 6.00 12 Plate Offsets (X,Y)-- [12:0-3-0,0-1-4], [22:0-3-0,0-1-4] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 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 IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.14 0.07 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 82 lb FT = 10% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 17-2-0. (lb) - Max Horz 22=-185(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 12, 20, 14, 18, 19, 16, 15 except 22=-118(LC 9), 21=-136(LC 13), 13=-128(LC 14) Max Grav All reactions 250 lb or less at joint(s) 22, 12, 20, 14, 18, 19, 21, 16, 15, 13 except 17=280(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-17=-285/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 5-7-0, Corner(3) 5-7-0 to 8-7-0, Exterior(2) 11-7-0 to 15-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 20, 14, 18, 19, 16, 15 except (jt=lb) 22=118, 21=136, 13=128. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 20, 14, 17, 18, 19, 21, 16, 15, 13. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi 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. June 26,2017