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HomeMy WebLinkAbout233JGB - TrussesRe: Liu, Xuegang Pages or sheets covered by this seal: I33255420 thru I33255482 My license renewal date for the state of Indiana is July 31, 2018. B18801460 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: Wedgewood 233 Bridgemont at Jackson's The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. May 7,2018 Job B18801460 Truss GE01 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255420 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:43 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-Lm8W_s4yd3sm6vnK0BjexFUiswzXHih7HXexerzIuaA Scale = 1:74.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 2x4 3x4 4x6 3x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job B18801460 Truss GE02 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255421 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:44 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-pyiuCC4aOM_dk3MWavEtUT1tyJJ?0DVHWBOUAHzIua9 Scale = 1:75.6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x8 4x6 3x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job B18801460 Truss GE03 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255422 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:45 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-H8GGPY5C9g6UMDxi8cl60gZ3_jeAlgSQlr71ikzIua8 Scale = 1:86.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x8 5x6 4x6 5x6 3x6 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job B18801460 Truss GE04 Truss Type GABLE Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255423 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:46 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-lKqfct6qw_ELzNVvhKGLZu64t7phU?qazVtbEAzIua7 Scale = 1:105.5 1 2 3 4 5 6 7 12 11 10 9 8 42 43 44 45 4x6 6x10 3x4 3x6 3x6 3x8 2x4 5x6 3x8 3x4 5x6 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-6-10 Job B18801460 Truss GE05 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255424 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:47 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-DXN1qD7ShHMCbW45F1na65fE0XH0DNzjC9c8nczIua6 Scale = 1:89.3 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 21 22 23 24 25 26 27 28 29 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x4 3x6 5x6 3x6 3x6 5x8 3x6 4x6 3x4 3x6 34-11-0 34-11-0 7-9-11 7-9-11 25-0-5 17-2-10 34-11-0 9-10-11 6-9-9 12-0-0 5-4-14 12-0-0 8.00 12 Plate Offsets (X,Y)-- [7:0-4-4,0-2-4], [21:0-4-4,0-2-4] LOADING (psf) TCLL TCDL Job B18801460 Truss GE06 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255425 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:48 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-hjxP1Z85SbU3DgfHpkIpeJBQXxX4y?xtRpMhJ3zIua5 Scale = 1:100.7 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x8 4x8 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job B18801460 Truss GE07 Truss Type GABLE Qty 2 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255426 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:49 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-AvVnFv8jCvdwqqEUNSp2BWkflKw9hNp0gT5FrVzIua4 Scale = 1:89.3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 33 34 35 36 37 38 3x6 2x4 4x6 6x16 3x4 2x4 3x6 4x8 3x12 3x6 3x8 3x4 4x6 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 3x6 3x6 Job B18801460 Truss GE08 Truss Type GABLE COMMON Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255427 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:51 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-6IdYgbAzkWte48OsUtsWGxpxQ8ba9FoJ7naMwNzIua2 Scale = 1:93.4 1 2 3 4 5 6 7 8 9 10 23 22 21 20 19 18 17 16 14 13 12 11 67 66 24 68 77 15 78 3x6 6x8 4x6 3x6 3x6 3x6 4x6 3x8 4x6 3x4 3x6 4x6 3x8 3x4 5x6 4x6 3x6 5-10-0 5-10-0 12-7-0 6-9-0 13-10-0 1-3-0 20-6-14 6-8-14 27-3-14 Job B18801460 Truss GE09 Truss Type Common Supported Gable Qty 2 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255428 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:52 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-aUBwtxBbVq?VhIz32aNlp9MAjY?cuqXSMRKvSqzIua1 Scale = 1:77.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 3x6 4x6 3x6 2x4 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job B18801460 Truss GE10 Truss Type GABLE Qty 2 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255429 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:52 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-aUBwtxBbVq?VhIz32aNlp9M4NYptumiSMRKvSqzIua1 Scale = 1:71.8 1 2 3 4 7 9 5 6 8 10 15 14 13 12 11 28 29 30 31 32 3x4 4x6 3x6 5x8 3x12 3x8 3x6 3x6 3x6 4x8 3x6 2x4 3x6 6x16 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-7-8 10-7-8 18-0-0 7-4-8 20-11-0 Job B18801460 Truss GE11 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255430 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:53 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-2hlI4HBDG77LJRYFcIu_LMvRTyOWdInca53S_GzIua0 Scale = 1:42.5 1 2 3 4 5 6 2x4 11 10 9 8 7 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-5-4 8-5-4 0-0-4 5-7-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB Job B18801460 Truss GE12 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255431 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:53 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-2hlI4HBDG77LJRYFcIu_LMvRPyOVdI_ca53S_GzIua0 Scale: 3/8"=1' 1 2 3 4 5 2x4 9 8 7 6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6-4-4 6-4-4 0-0-4 4-2-14 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 Job B18801460 Truss PB01 Truss Type GABLE Qty 7 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255432 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:54 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-WtIgIdCr1RFCxb7R9?PDuaRaKLigMjblplp0XizIua? Scale = 1:43.8 1 2 3 4 5 8 9 7 10 6 4x6 2x4 2x4 3x4 2x4 2x4 2x4 11-5-13 11-5-13 8-7-5 8-7-5 11-5-13 2-10-8 0-4-7 5-8-14 0-1-8 3-8-6 0-1-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. Job B18801460 Truss PB02 Truss Type Piggyback Qty 16 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255433 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:54 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-WtIgIdCr1RFCxb7R9?PDuaRbcLiaMkulplp0XizIua? Scale = 1:43.8 1 2 3 4 5 6 7 10 11 9 12 8 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 17-2-10 17-2-10 8-7-5 8-7-5 17-2-10 8-7-5 0-4-7 5-8-14 0-1-8 0-4-7 0-1-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job B18801460 Truss PB03 Truss Type Piggyback Qty 4 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255434 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:54 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-WtIgIdCr1RFCxb7R9?PDuaRcyLjuMl0lplp0XizIua? Scale = 1:27.4 12 3 4 5 6 4x6 3x4 3x4 2x4 7-11-14 7-11-14 3-11-15 3-11-15 7-11-14 3-11-15 0-4-13 3-3-15 0-1-8 0-4-13 0-1-8 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB Job B18801460 Truss PB04 Truss Type GABLE Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255435 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:55 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-_3s2VyDUolN3YlidjjwSQn_nfl3B5CGv2PYZ39zIua_ Scale = 1:27.4 1 2 3 4 6 5 2x4 2x4 4x6 3x4 2x4 6-8-14 6-8-14 2-8-15 2-8-15 6-8-14 3-11-15 0-11-0 3-3-15 0-1-8 0-4-13 0-1-8 10.00 12 Plate Offsets (X,Y)-- [3:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC Job B18801460 Truss PB05 Truss Type GABLE Qty 8 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255436 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:55 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-_3s2VyDUolN3YlidjjwSQn_lcl1v5BRv2PYZ39zIua_ Scale = 1:45.3 1 2 3 4 6 7 5 2x4 2x4 3x4 2x4 2x4 9-2-7 9-2-7 0-4-7 6-1-10 0-1-8 6-0-2 0-1-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.19 Job B18801460 Truss PBE01 Truss Type GABLE Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255437 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:55 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-_3s2VyDUolN3YlidjjwSQn_n8l435C8v2PYZ39zIua_ Scale = 1:43.8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 4x6 2x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-5-13 11-5-13 8-7-5 8-7-5 11-5-13 2-10-8 0-4-7 5-8-14 0-1-8 3-8-6 0-1-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * Job B18801460 Truss PBE02 Truss Type GABLE Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255438 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:56 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-SGQRjIE6Z2VwAvGqHQRhz?Wyt9QHqfO2H3I7abzIuZz Scale = 1:43.8 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 17-2-10 17-2-10 8-7-5 8-7-5 17-2-10 8-7-5 0-4-7 5-8-14 0-1-8 0-4-7 0-1-8 8.00 12 Job B18801460 Truss PBE03 Truss Type GABLE Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255439 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:56 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-SGQRjIE6Z2VwAvGqHQRhz?WzI9Qaqfh2H3I7abzIuZz Scale = 1:27.4 12 3 4 5 6 7 10 9 8 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 7-11-14 7-11-14 3-11-15 3-11-15 7-11-14 3-11-15 0-4-13 3-3-15 0-1-8 0-4-13 0-1-8 10.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-0], [6:0-2-1,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job B18801460 Truss PBE04 Truss Type GABLE Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255440 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:57 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-xS_pweFkKMdno3r0r7zwWC37GZlHZ6jBVj1g61zIuZy Scale = 1:44.1 1 2 3 4 5 6 7 12 11 10 9 8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-11-7 8-11-7 0-4-7 5-11-10 0-1-8 5-10-2 0-1-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job B18801460 Truss T01 Truss Type Common Qty 2 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255441 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:57 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-xS_pweFkKMdno3r0r7zwWC309ZdQZ?WBVj1g61zIuZy Scale = 1:65.1 1 2 3 4 5 6 7 11 10 9 8 4x6 3x6 3x8 4x6 4x6 3x4 3x8 3x8 3x4 8-11-8 8-11-8 17-11-0 8-11-8 -1-2-8 1-2-8 4-7-8 4-7-8 8-11-8 4-4-0 13-3-8 4-4-0 17-11-0 4-7-8 19-1-8 1-2-8 1-0-3 8-5-13 1-0-3 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job B18801460 Truss T02 Truss Type Common Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255442 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:58 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-PeYB8_FM5glePDQCOrU92QcA?zxlINSLkNnDfUzIuZx Scale = 1:66.4 1 2 3 4 5 6 7 11 10 9 8 4x6 3x6 3x8 4x6 4x6 3x4 3x8 3x8 3x4 9-4-4 9-4-4 18-8-8 9-4-4 -1-0-4 1-0-4 4-8-12 4-8-12 9-4-4 4-7-8 13-11-12 4-7-8 18-8-8 4-8-12 19-8-12 1-0-4 0-10-5 8-7-14 0-10-5 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job B18801460 Truss T03 Truss Type Common Qty 5 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255443 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:58 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-PeYB8_FM5glePDQCOrU92QcAszx?INfLkNnDfUzIuZx Scale = 1:66.4 1 2 3 4 5 6 10 9 8 7 3x4 4x6 3x6 3x8 4x6 4x6 3x8 3x8 3x4 9-1-8 9-1-8 18-5-12 9-4-4 4-6-0 4-6-0 9-1-8 4-7-8 13-9-0 4-7-8 18-5-12 4-8-12 19-6-0 1-0-4 1-0-10 8-7-14 0-10-5 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job B18801460 Truss T04 Truss Type Common Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255444 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:59 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-tr6ZLKG_sztV1M?PyY?Obd8KeMDT1yFUz1WnBwzIuZw Scale = 1:77.1 1 2 3 4 5 6 7 8 9 10 22 23 13 24 12 25 11 26 27 3x6 4x8 3x6 6x10 3x6 3x6 3x6 2x4 3x6 2x4 6x10 3x6 9-6-3 9-6-3 18-8-13 9-2-11 28-3-0 9-6-3 7-2-8 7-2-8 14-1-8 6-11-0 21-0-8 6-11-0 28-3-0 7-2-8 29-5-8 1-2-8 0-9-9 10-2-9 0-9-9 8.00 12 Plate Offsets (X,Y)-- [1:0-5-5,Edge], [9:0-5-5,Edge] LOADING (psf) TCLL TCDL Job B18801460 Truss T05 Truss Type PIGGYBACK BASE Qty 6 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255445 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:18:59 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-tr6ZLKG_sztV1M?PyY?Obd8IbMGr1u2Uz1WnBwzIuZw Scale = 1:89.1 1 2 3 4 5 6 7 12 11 10 9 8 17 18 19 20 4x6 6x10 3x4 3x6 3x6 3x8 2x4 5x6 3x8 3x4 5x6 5x6 8-6-10 8-6-10 16-9-11 8-3-2 22-6-10 5-8-14 28-3-8 5-8-14 5-9-9 5-9-9 10-6-0 4-8-7 16-9-11 6-3-11 22-6-10 5-8-14 28-3-8 5-8-14 0-9-9 12-0-0 8.00 12 Plate Offsets (X,Y)-- [1:0-5-5,Edge], [4:0-3-0,0-3-0], [5:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL Job B18801460 Truss T06 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255446 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:00 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-L1gxZgHcdH?MfWabWGWd7rhVgmbymM6eBhGKjMzIuZv Scale = 1:92.2 1 2 3 4 5 6 7 8 16 15 14 13 1211 21 22 10 9 6x10 3x6 3x6 3x8 2x4 2x4 6x8 3x4 3x4 3x6 2x4 5x6 4x8 3x12 6x8 4x6 8-6-10 8-6-10 16-9-11 8-3-2 21-0-0 4-2-5 22-8-0 1-8-0 28-3-8 5-7-8 5-9-9 5-9-9 10-6-0 4-8-7 16-9-11 6-3-11 21-0-0 4-2-5 22-8-0 1-8-0 28-3-8 Job B18801460 Truss T07 Truss Type Piggyback Base Qty 5 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255447 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:00 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-L1gxZgHcdH?MfWabWGWd7rhQimZjmJXeBhGKjMzIuZv Scale = 1:100.1 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 21 22 23 24 6x8 3x8 6x10 2x4 8x8 3x6 3x6 3x6 3x8 2x4 5x6 3x6 2x4 4x8 3x6 3x6 3x6 4x6 8-6-10 8-6-10 16-9-11 8-3-2 25-5-0 8-7-5 34-0-5 8-7-5 43-11-0 9-10-11 -1-2-8 1-2-8 5-9-9 5-9-9 10-6-0 Job B18801460 Truss T08 Truss Type Piggyback Base Qty 8 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255448 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:01 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-pDEKm0IEOb7DGg9n4z1sg2EcRAy0Vk2nQL?tFozIuZu Scale = 1:97.1 1 2 3 4 5 6 7 14 13 12 11 10 15 16 17 9 18 19 8 5x6 6x10 3x6 6x8 2x4 3x4 3x8 3x8 4x8 2x4 3x4 3x6 4x6 3x6 7-9-11 7-9-11 16-5-0 8-7-5 25-0-5 8-7-5 34-11-0 9-10-11 7-9-11 7-9-11 16-5-0 8-7-5 25-0-5 8-7-5 31-4-0 6-3-11 34-11-0 3-7-0 6-9-9 12-0-0 5-4-14 12-0-0 8.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [2:0-6-0,0-1-8], [5:0-4-8,0-1-12], [13:0-3-8,0-1-8] Job B18801460 Truss T09 Truss Type Piggyback Base Qty 3 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255449 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:01 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-pDEKm0IEOb7DGg9n4z1sg2EicA0GVpCnQL?tFozIuZu Scale = 1:85.4 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 3x6 6x16 2x4 3x6 3x4 3x6 3x6 3x4 4x8 2x4 5x8 3x6 3x6 3x6 3x6 6-5-0 6-5-0 13-8-1 7-3-1 18-1-8 4-5-7 22-10-8 4-8-15 -1-10-8 1-10-8 6-5-0 6-5-0 13-8-1 7-3-1 18-1-8 4-5-7 22-10-8 4-8-15 2-4-0 11-5-6 1-7-2 11-5-6 8.00 12 Job B18801460 Truss T10 Truss Type Piggyback Base Qty 3 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255450 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:02 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-HQnizMIt9uF4uqk_dhY5DGmuTaMCEG6wf?lRoFzIuZt Scale = 1:89.3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 21 22 3x6 2x4 4x6 6x16 3x4 2x4 3x6 4x8 3x12 3x6 3x8 3x4 4x6 4x6 3x6 3x6 3x6 1-4-0 1-4-0 7-0-0 5-8-0 13-8-1 6-8-1 18-1-8 4-5-8 22-10-8 4-9-0 -1-10-8 1-10-8 0-5-8 0-5-8 1-4-0 0-10-8 7-0-0 Job B18801460 Truss T11 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255451 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:02 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-HQnizMIt9uF4uqk_dhY5DGmscaMFECywf?lRoFzIuZt Scale = 1:94.0 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 3x6 6x10 6x10 3x6 2x4 3x6 3x6 4x6 3x4 3x4 3x4 3x6 4x6 3x8 3x4 4x6 3x6 5-10-0 5-10-0 12-7-0 6-9-0 13-11-12 1-4-12 20-6-14 6-7-2 27-3-14 6-9-0 33-9-0 6-5-2 -1-2-8 1-2-8 Job B18801460 Truss T12 Truss Type PIGGYBACK BASE Qty 3 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255452 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:03 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-lcL4BhJVvCNxW_JABO3KlTJ1G_jHzfG4ufU_KhzIuZs Scale = 1:94.0 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 3x6 6x10 6x10 3x6 2x4 3x6 3x6 3x6 3x4 3x4 3x4 3x6 4x6 3x8 3x4 4x6 3x6 5-8-8 5-8-8 12-5-8 6-9-0 13-8-8 1-3-0 13-10-4 0-1-12 20-5-6 6-7-2 27-2-6 6-9-0 33-7-8 6-5-2 5-8-8 Job B18801460 Truss T13 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255453 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:03 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-lcL4BhJVvCNxW_JABO3KlTJzV_hZziA4ufU_KhzIuZs Scale = 1:67.2 1 2 3 4 5 6 11 10 9 8 7 4x6 3x4 3x6 3x6 3x6 5x6 3x4 6x6 3x8 6-6-7 6-6-7 12-9-6 6-2-15 19-11-0 7-1-10 -1-2-8 1-2-8 6-6-7 6-6-7 12-9-6 6-2-15 19-11-0 7-1-10 21-1-8 1-2-8 2-2-0 8-6-11 2-7-5 6.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-2-11,0-2-8], [4:0-3-10,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL Job B18801460 Truss T14 Truss Type COMMON Qty 6 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255454 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:04 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-DovSO1K7gWVo78uMl6bZIhs9jNw?iBID6JEYs7zIuZr Scale = 1:75.3 1 2 3 4 5 6 10 9 8 7 11 12 13 14 3x4 4x6 3x8 3x8 3x6 3x6 4x6 4x6 3x4 10-7-8 10-7-8 21-3-0 10-7-8 5-5-8 5-5-8 10-7-8 5-2-0 15-9-8 5-2-0 21-3-0 5-5-8 22-5-8 1-2-8 2-4-11 9-5-11 2-4-11 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job B18801460 Truss T15 Truss Type ROOF SPECIAL Qty 3 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255455 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:04 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-DovSO1K7gWVo78uMl6bZIhs7LNx4iBgD6JEYs7zIuZr Scale = 1:71.8 1 2 3 4 7 9 5 6 8 10 15 14 13 12 11 16 17 18 19 20 3x4 4x6 3x6 5x8 3x8 3x6 3x6 3x6 4x8 3x6 2x4 3x6 6x16 10-7-8 10-7-8 18-0-0 7-4-8 20-11-0 2-11-0 21-3-0 0-4-0 24-1-8 2-10-8 5-5-8 5-5-8 10-7-8 5-2-0 18-0-0 7-4-8 20-11-0 2-11-0 21-3-0 Job B18801460 Truss T16 Truss Type Piggyback Base Qty 2 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255456 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:05 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-i_TqcNLlRpeflHSYJp6oquOH0nG3RV?NLzz5OazIuZq Scale = 1:104.2 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 23 24 25 26 14 13 6x8 3x6 5x6 8x8 3x6 3x6 3x8 2x4 4x6 4x6 2x4 3x6 2x4 5x6 3x6 3x4 5x12 6x8 3x12 4x6 6x16 5x6 8-6-10 8-6-10 16-9-11 8-3-2 25-5-0 8-7-5 29-8-0 4-3-0 34-0-5 Job B18801460 Truss T17 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255457 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:06 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-AB1DpjMNC7mVNR1lsWd1N6xRHBfWA?KWacjex0zIuZp Scale = 1:97.1 1 2 3 4 5 6 7 8 18 17 16 15 14 13 12 11 19 20 21 22 10 9 5x6 8x8 3x6 4x8 3x4 3x6 2x4 2x4 6x8 3x8 2x4 3x8 4x10 3x4 3x4 3x8 6x16 5x6 7-9-11 7-9-11 16-5-0 8-7-5 20-8-0 4-3-0 25-0-5 4-4-5 31-11-0 6-10-11 34-11-0 3-0-0 7-9-11 7-9-11 16-5-0 8-7-5 20-8-0 4-3-0 Job B18801460 Truss TG01 Truss Type Common Girder Qty 1 Ply 2 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255458 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:07 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-eNbb13M?zRuM?bcxQE8GwJUf?b?yvRjgoGSCTSzIuZo Scale = 1:68.5 1 2 3 4 5 6 7 11 10 9 8 8x10 12 13 14 15 16 17 18 4x8 4x8 8x10 4x8 4x8 10x10 4x10 3x12 4x10 3x12 4-7-8 4-7-8 8-11-8 4-4-0 13-3-8 4-4-0 17-11-0 4-7-8 4-7-8 4-7-8 8-11-8 4-4-0 13-3-8 4-4-0 17-11-0 4-7-8 1-0-3 8-5-13 1-0-3 10.00 12 LOADING (psf) TCLL TCDL BCLL Job B18801460 Truss TG01 Truss Type Common Girder Qty 1 Ply 2 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255458 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:07 2018 Page 2 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-eNbb13M?zRuM?bcxQE8GwJUf?b?yvRjgoGSCTSzIuZo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 1-7=-20 Concentrated Loads (lb) Vert: 10=-1246 12=-1327(F) 13=-1246(F) 14=-1246 15=-1246 16=-1246 17=-1198(F) 18=-1246 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job B18801460 Truss TG02 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 3 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255459 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:07 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-eNbb13M?zRuM?bcxQE8GwJUhCb4EvTsgoGSCTSzIuZo Scale = 1:90.9 1 2 3 4 5 6 7 11 12 13 14 10 9 8 15 16 17 18 19 20 21 3x6 8x8 4x6 3x6 6x8 12x12 5x8 12x12 2x4 10x10 3x12 6-8-14 6-8-14 13-2-3 6-5-5 19-11-0 6-8-13 6-8-14 6-8-14 11-0-6 4-3-9 15-3-15 4-3-9 19-11-0 4-7-1 12-0-0 1-0-3 12-0-0 10.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [2:0-4-4,0-2-0], [7:0-4-7,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 Job B18801460 Truss TG02 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 3 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255459 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:07 2018 Page 2 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-eNbb13M?zRuM?bcxQE8GwJUhCb4EvTsgoGSCTSzIuZo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-7=-60, 11-14=-60, 14-16=-20, 16-18=-60, 7-18=-20 Concentrated Loads (lb) Vert: 9=-1745(B) 12=-1566(B) 13=-1715(B) 15=-1745(B) 17=-1706(B) 18=-1721(B) 19=-1745(B) 20=-1745(B) 21=-1745(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job B18801460 Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255460 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:08 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-6Z9zEPNdkk0DclB7_xfVSX0qg?QTesRp1wCl?uzIuZn Scale = 1:66.9 1 2 3 4 9 8 7 6 5 10 11 12 13 14 15 16 17 18 19 5x8 4x6 3x8 6x8 3x8 8x8 5x8 3x6 10x16 6-6-7 6-6-7 12-9-6 6-2-15 19-11-0 7-1-10 6-6-7 6-6-7 12-9-6 6-2-15 19-11-0 7-1-10 2-2-0 8-6-11 2-7-5 6.00 12 10.00 12 Plate Offsets (X,Y)-- [3:0-5-13,0-2-8], [4:0-3-0,0-1-8], [6:0-8-0,0-5-8], [8:0-3-8,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job B18801460 Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255460 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:08 2018 Page 2 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-6Z9zEPNdkk0DclB7_xfVSX0qg?QTesRp1wCl?uzIuZn LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-9=-20 Concentrated Loads (lb) Vert: 10=-945(F) 11=-944(F) 12=-944(F) 13=-933(F) 14=-933(F) 15=-933(F) 16=-933(F) 17=-933(F) 18=-944(F) 19=-944(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job B18801460 Truss V01 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255461 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:08 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-6Z9zEPNdkk0DclB7_xfVSX0_I?Tfe1gp1wCl?uzIuZn Scale = 1:77.0 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 3x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 22-8-10 22-8-10 22-8-15 0-0-5 11-4-7 11-4-7 22-8-15 11-4-7 0-0-4 9-5-11 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job B18801460 Truss V02 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255462 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:09 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-amiLRlOGV284EvmKYfAk?kZ5COlDNVayGaxJXLzIuZm Scale = 1:63.3 1 2 3 4 5 9 8 7 6 3x6 4x6 3x6 2x4 2x4 3x6 2x4 2x4 2x4 0-0-5 0-0-5 19-6-8 19-6-3 9-9-4 9-9-4 19-6-8 9-9-4 0-0-4 8-1-11 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 Job B18801460 Truss V03 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255463 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:09 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-amiLRlOGV284EvmKYfAk?kZ9pOnyNV5yGaxJXLzIuZm Scale = 1:53.3 1 2 3 4 5 3x4 8 9 7 10 6 4x6 3x4 2x4 5x6 2x4 2x4 2x4 16-3-13 16-3-13 16-4-2 0-0-5 8-2-1 8-2-1 16-4-2 8-2-1 0-0-4 6-9-11 0-0-4 10.00 12 Plate Offsets (X,Y)-- [7:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 Job B18801460 Truss V04 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255464 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:10 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-2yGjf5PuGMGxs3LW5MizXy6JJoBn6z46VEhs4nzIuZl Scale = 1:43.3 1 2 3 4 5 3x4 8 7 6 4x6 3x4 2x4 2x4 2x4 2x4 2x4 0-0-5 0-0-5 13-1-11 13-1-7 6-6-14 6-6-14 13-1-11 6-6-14 0-0-4 5-5-11 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. Job B18801460 Truss V05 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255465 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:10 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-2yGjf5PuGMGxs3LW5MizXy6GHo8P6zJ6VEhs4nzIuZl Scale = 1:34.3 1 2 3 3x6 4 4x6 3x6 2x4 0-0-5 0-0-5 9-11-5 9-11-0 4-11-11 4-11-11 9-11-5 4-11-11 0-0-4 4-1-11 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 Job B18801460 Truss V06 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255466 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:10 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-2yGjf5PuGMGxs3LW5MizXy6KqoAo6_06VEhs4nzIuZl Scale = 1:24.5 1 2 3 4 3x4 4x6 2x4 3x4 0-0-5 0-0-5 6-8-15 6-8-10 3-4-7 3-4-7 6-8-15 3-4-7 0-0-4 2-9-11 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 Job B18801460 Truss V07 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255467 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:11 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-W8q6sRPW1fOoTCwif4DC49eW9CVlrRtFjuQPcDzIuZk Scale = 1:12.2 1 2 3 2x4 3x4 2x4 0-0-5 0-0-5 3-6-8 3-6-3 1-9-4 1-9-4 3-6-8 1-9-4 0-0-4 1-5-11 0-0-4 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.07 Job B18801460 Truss V08 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255468 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:11 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-W8q6sRPW1fOoTCwif4DC49ePPCTYrQ1FjuQPcDzIuZk Scale = 1:37.7 1 2 3 4 3x4 6 5 4x6 3x8 2x4 2x4 2x4 15-6-14 15-6-14 15-7-3 0-0-5 9-9-0 9-9-0 15-7-3 5-10-3 0-0-4 4-10-8 0-0-4 6.00 12 10.00 12 Plate Offsets (X,Y)-- [3:0-3-10,0-2-0], [4:0-4-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC Job B18801460 Truss V09 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255469 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:11 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-W8q6sRPW1fOoTCwif4DC49eLVCSqrQTFjuQPcDzIuZk Scale = 1:27.6 1 2 3 3x8 4 4x8 3x6 2x4 11-3-11 11-3-11 11-4-0 0-0-5 7-1-0 7-1-0 11-4-0 4-3-0 0-0-4 3-6-8 0-0-4 6.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-5-10,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB Job B18801460 Truss V10 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255470 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:12 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-?LOU4mQ8ozWf5MVvDnkRcNBeWcq1auSPyYAz8gzIuZj Scale = 1:19.4 1 2 3 4 3x4 4x6 2x4 2x4 7-0-8 7-0-8 7-0-13 0-0-5 4-5-0 4-5-0 7-0-13 2-7-13 0-0-4 2-2-8 0-0-4 6.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB Job B18801460 Truss V12 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255471 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:12 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-?LOU4mQ8ozWf5MVvDnkRcNBgPcrOas4PyYAz8gzIuZj Scale = 1:50.2 1 2 3 4 5 3x4 8 9 7 10 6 4x6 3x4 2x4 2x4 2x4 2x4 2x4 0-0-5 0-0-5 15-4-2 15-3-13 7-8-1 7-8-1 15-4-2 7-8-1 0-0-4 6-4-12 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. Job B18801460 Truss V13 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255472 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:12 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-?LOU4mQ8ozWf5MVvDnkRcNBcacsEatiPyYAz8gzIuZj Scale = 1:40.3 1 2 3 4 5 3x4 8 7 6 4x6 3x4 2x4 2x4 2x4 2x4 2x4 12-1-7 12-1-7 12-1-12 0-0-5 6-0-14 6-0-14 12-1-12 6-0-14 0-0-4 5-0-12 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. Job B18801460 Truss V14 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255473 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:13 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-TXysH6RmZHeWjW45nVFg9akpq0AwJKMYBCvWg6zIuZi Scale = 1:31.3 1 2 3 3x6 4 4x6 3x6 2x4 0-0-5 0-0-5 8-11-5 8-11-1 4-5-11 4-5-11 8-11-5 4-5-11 0-0-4 3-8-12 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.32 Job B18801460 Truss V15 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255474 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:13 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-TXysH6RmZHeWjW45nVFg9akq50BpJLwYBCvWg6zIuZi Scale = 1:21.3 1 2 3 4 2x4 4x6 2x4 2x4 0-0-5 0-0-5 5-8-15 5-8-10 2-10-8 2-10-8 5-8-15 2-10-8 0-0-4 2-4-12 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job B18801460 Truss V16 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255475 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:13 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-TXysH6RmZHeWjW45nVFg9aktK0CwJLNYBCvWg6zIuZi Scale = 1:9.7 1 2 3 2x4 3x4 2x4 0-0-5 0-0-5 2-6-9 2-6-4 1-3-4 1-3-4 2-6-9 1-3-4 0-0-4 1-0-12 0-0-4 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.03 Job B18801460 Truss V17 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255476 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:14 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-xjWEVSSOKamNKgeHKCmvioG?PPYY2nPhPsf4DYzIuZh Scale = 1:41.3 1 2 3 2x4 5 4 2x4 2x4 2x4 2x4 8-2-2 8-2-2 0-0-4 5-5-7 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.12 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in Job B18801460 Truss V18 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255477 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:14 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-xjWEVSSOKamNKgeHKCmvioGp6PQv2odhPsf4DYzIuZh Scale = 1:27.7 1 2 3 2x4 2x4 2x4 5-8-2 5-8-2 0-0-4 3-9-7 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.99 0.61 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18801460 Truss V19 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255478 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:14 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-xjWEVSSOKamNKgeHKCmvioG?bPXy2odhPsf4DYzIuZh Scale = 1:16.2 1 2 3 2x4 2x4 2x4 3-2-2 3-2-2 0-0-4 2-1-7 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18801460 Truss V20 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255479 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:15 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-Pw4cioS05uuEyqDUuvH8E?p5hpl7nFtreWOdl_zIuZg Scale = 1:28.9 1 2 3 2x4 2x4 2x4 5-11-4 5-11-4 0-0-4 3-11-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.55 0.67 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18801460 Truss V21 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255480 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:15 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-Pw4cioS05uuEyqDUuvH8E?p9UptgnFtreWOdl_zIuZg Scale = 1:17.2 1 2 3 2x4 2x4 2x4 3-5-4 3-5-4 0-0-4 2-3-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18801460 Truss V22 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255481 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:15 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-Pw4cioS05uuEyqDUuvH8E?p80psNnFtreWOdl_zIuZg Scale = 1:17.8 1 2 3 2x4 2x4 2x4 3-6-15 3-6-15 0-0-4 2-4-10 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18801460 Truss V23 Truss Type Valley Qty 1 Ply 1 Wedgewood 233 Bridgemont at Jackson's Job Reference (optional) I33255482 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon May 07 12:19:16 2018 Page 1 ID:f9GOcJszq46rWkpuAYeSPZzNE7Y-t6e_v8TfsC05a_ogSdoNnDLIjDCzWi6_tA8AHRzIuZf Scale = 1:18.9 1 2 3 2x4 2x4 2x4 3-10-4 3-10-4 0-0-4 2-6-14 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.25 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a 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 MiTek® 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. n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=129/3-9-14, 3=129/3-9-14 Max Horz 1=66(LC 6) Max Uplift3=-33(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=118/3-6-9, 3=118/3-6-9 Max Horz 1=61(LC 6) Max Uplift3=-30(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=112/3-4-14, 3=112/3-4-14 Max Horz 1=58(LC 6) Max Uplift3=-29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=212/5-10-14, 3=212/5-10-14 Max Horz 1=109(LC 6) Max Uplift3=-55(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=102/3-1-12, 3=102/3-1-12 Max Horz 1=53(LC 6) Max Uplift3=-26(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=202/5-7-12, 3=202/5-7-12 Max Horz 1=104(LC 6) Max Uplift3=-52(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 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: 27 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=114/8-1-12, 4=122/8-1-12, 5=369/8-1-12 Max Horz 1=155(LC 6) Max Uplift4=-32(LC 6), 5=-94(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-272/155 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.08 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: 5 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=70/2-5-15, 3=70/2-5-15 Max Horz 1=17(LC 5) Max Uplift1=-3(LC 6), 3=-3(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.24 0.15 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=112/5-8-5, 3=112/5-8-5, 4=171/5-8-5 Max Horz 1=-48(LC 4) Max Uplift1=-16(LC 7), 3=-20(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.21 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=172/8-10-12, 3=172/8-10-12, 4=307/8-10-12 Max Horz 1=-79(LC 4) Max Uplift1=-16(LC 6), 3=-21(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 TC BC WB (Matrix) 0.41 0.11 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: 35 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-1-2. (lb) - Max Horz 1=-110(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-112(LC 6), 6=-111(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=295(LC 10), 6=295(LC 11) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=112, 6=111. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 TC BC WB (Matrix) 0.17 0.16 0.13 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: 50 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-3-9. (lb) - Max Horz 1=-141(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-126(LC 6), 6=-126(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=384(LC 1), 8=374(LC 10), 6=374(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-258/169, 4-6=-258/169 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=126 , 6=126. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 (Matrix) 0.29 0.25 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=141/7-0-0, 3=88/7-0-0, 4=253/7-0-0 Max Horz 1=47(LC 5) Max Uplift1=-15(LC 6), 3=-17(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 (Matrix) 0.82 0.37 0.09 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: 28 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=245/11-3-3, 3=147/11-3-3, 4=432/11-3-3 Max Horz 1=80(LC 5) Max Uplift1=-26(LC 6), 3=-26(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-268/92 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 BC WB (Matrix) 0.57 0.26 0.12 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: 43 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-6-6. (lb) - Max Horz 1=113(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 4, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 5=347(LC 1), 6=425(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-6=-323/157 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.19 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 = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/3-5-15, 3=109/3-5-15 Max Horz 1=27(LC 5) Max Uplift1=-4(LC 6), 3=-4(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.17 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=124/6-8-5, 3=124/6-8-5, 4=226/6-8-5 Max Horz 1=-58(LC 4) Max Uplift1=-13(LC 7), 3=-17(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.26 0.08 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: 26 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=193/9-10-11, 3=193/9-10-11, 4=345/9-10-11 Max Horz 1=88(LC 5) Max Uplift1=-18(LC 6), 3=-24(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 TC BC WB (Matrix) 0.21 0.11 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-1-2. (lb) - Max Horz 1=119(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-113(LC 6), 6=-113(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=302(LC 10), 6=302(LC 11) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=113, 6=113. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 CSI. TC BC WB (Matrix) 0.19 0.34 0.15 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: 52 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 16-3-8. (lb) - Max Horz 1=-150(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-133(LC 6), 6=-135(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=390(LC 1), 8=420(LC 10), 6=407(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-274/180, 4-6=-276/180 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=133 , 6=135. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 CSI. TC BC WB (Matrix) 0.42 0.51 0.18 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: 64 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-5-15. (lb) - Max Horz 1=-181(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-167(LC 6), 6=-167(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=354(LC 1), 9=537(LC 10), 6=537(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-340/222, 4-6=-343/223 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=167 , 6=167. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.21 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 83 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-12: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 4-10: 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 4-10 REACTIONS. All bearings 22-8-5. (lb) - Max Horz 1=212(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 11=-124(LC 6), 13=-107(LC 6), 9=-124(LC 7), 8=-107(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=399(LC 1), 11=501(LC 10), 13=326(LC 1), 9=499(LC 11), 8=328(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-263/174, 5-9=-263/174 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 11=124, 13=107, 9=124, 8=107. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.79 0.42 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.18 0.01 0.04 (loc) 5-6 5-6 5 5-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 254 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-8,2-6,4-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=5612/0-3-8, 5=5342/0-3-8 Max Horz 9=223(LC 4) Max Uplift9=-257(LC 5), 5=-231(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5849/296, 2-3=-4106/258, 3-4=-4722/274, 1-9=-4112/221, 4-5=-4184/215 BOT CHORD 9-10=-221/300, 10-11=-221/300, 11-12=-221/300, 8-12=-221/300, 8-13=-265/5158, 7-13=-265/5158, 7-14=-265/5158, 14-15=-265/5158, 6-15=-265/5158 WEBS 2-8=-38/1752, 2-6=-2042/185, 3-6=-177/4381, 1-8=-164/5041, 4-6=-148/3443 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: 2x8 - 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=257, 5=231. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 945 lb down and 44 lb up at 1-0-4, 944 lb down and 44 lb up at 3-0-4, 944 lb down and 44 lb up at 5-0-4, 933 lb down and 38 lb up at 7-0-4, 933 lb down and 40 lb up at 9-0-4, 933 lb down and 40 lb up at 11-0-4, 933 lb down and 40 lb up at 13-0-4, 933 lb down and 38 lb up at 13-10-12, and 944 lb down and 44 lb up at 15-10-12, and 944 lb down and 44 lb up at 17-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.65 0.42 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.19 0.02 0.04 (loc) 8-10 8-10 7 8-10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 464 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-11: 2x4 SPF 2100F 1.8E, 5-8: 2x4 SPF-S Stud SLIDER Right 2x4 SPF-S Stud 2-11-3 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.): 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-11 REACTIONS. (lb/size) 11=8766/0-3-8, 7=8531/0-3-8 Max Horz 11=-356(LC 6) Max Uplift11=-306(LC 6), 7=-133(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-7044/295, 1-2=-3849/150, 2-3=-5070/146, 3-4=-9304/226, 4-5=-9405/196, 5-6=-9583/162, 6-7=-9662/139 BOT CHORD 11-12=-33/357, 12-13=-33/357, 13-14=-33/357, 14-15=-33/357, 10-15=-33/357, 9-10=-22/5671, 9-16=-22/5671, 16-17=-22/5671, 17-18=-22/5671, 8-18=-22/5671, 8-19=-38/7042, 19-20=-38/7042, 20-21=-38/7042, 7-21=-38/7042 WEBS 1-10=-306/7854, 2-10=-28/2876, 3-10=-3803/261, 3-8=-197/5941, 5-8=-55/398 NOTES- 1) 3-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: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=306, 7=133. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1566 lb down and 41 lb up at 1-10-4, 1715 lb down and 41 lb up at 3-10-4, 1745 lb down and 41 lb up at 5-10-4, 1745 lb down and 41 lb up at 7-10-4, 1706 lb down and 41 lb up at 9-10-4, 1721 lb down and 41 lb up at 11-10-4, 1745 lb down and 41 lb up at 13-10-4, and 1745 lb down and 41 lb up at 15-10-4, and 1745 lb down and 41 lb up at 17-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.79 0.75 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.18 0.05 0.04 (loc) 9-11 9-11 7 9-11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 223 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 4-9: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 3-0-6, Right 2x6 SP No.1 3-0-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=5788/0-3-8, 7=5650/0-3-8 Max Horz 1=-187(LC 11) Max Uplift1=-114(LC 5), 7=-78(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6941/121, 2-3=-6859/146, 3-4=-4786/169, 4-5=-4786/169, 5-6=-6721/127, 6-7=-6804/103 BOT CHORD 1-12=-95/5012, 12-13=-95/5012, 11-13=-95/5012, 10-11=-95/5012, 10-14=-95/5012, 9-14=-95/5012, 9-15=-30/4909, 15-16=-30/4909, 8-16=-30/4909, 8-17=-30/4909, 17-18=-30/4909, 7-18=-30/4909 WEBS 4-9=-132/5637, 5-9=-1787/141, 5-8=0/2651, 3-9=-1934/162, 3-11=-10/2850 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: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1=114. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1327 lb down and 60 lb up at 2-0-12, 1246 lb down and 12 lb up at 4-0-12, 1246 lb down and 12 lb up at 5-10-4, 1246 lb down and 12 lb up at 7-10-4, 1246 lb down and 12 lb up at 9-10-4, 1246 lb down and 12 lb up at 11-10-4, and 1198 lb down and 12 lb up at 13-10-4, and 1246 lb down and 12 lb up at 15-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 25-0-5 4-4-5 31-11-0 6-10-11 34-11-0 3-0-0 6-9-9 12-0-0 5-4-14 1-0-0 12-0-0 8.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [2:0-4-8,0-1-12], [6:0-5-12,0-2-0], [8:0-2-8,0-2-4], [13:0-2-12,0-2-12], [17:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.98 0.77 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.41 0.07 0.04 (loc) 15-17 15-17 9 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 227 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 7-10: 2x4 SPF-S Stud WEBS 2x4 SPF No.2 *Except* 13-15,8-9,9-11,8-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-9 max.): 2-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,9-10. 1 Row at midpt 5-13, 7-11 WEBS 1 Row at midpt 2-17, 2-15, 3-15, 3-13, 6-12, 1-18, 8-9 REACTIONS. (lb/size) 18=1714/0-3-8, 9=1626/Mechanical Max Horz 18=-148(LC 4) Max Uplift18=-21(LC 5), 9=-15(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1210/153, 2-3=-1250/220, 3-4=-1272/217, 4-5=-1272/217, 5-6=-1277/217, 6-7=-1447/191, 7-8=-878/76, 1-18=-1561/155, 8-9=-1605/107 BOT CHORD 16-17=-121/901, 16-20=-121/901, 15-20=-121/901, 13-21=-31/1097, 12-21=-31/1097, 12-22=-53/747, 11-22=-52/748, 7-11=-920/142 WEBS 2-17=-358/151, 2-15=-168/645, 3-15=-565/216, 13-15=-113/1260, 6-13=-171/543, 7-12=-99/488, 1-17=-66/1147, 8-11=-90/1326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 9. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 4-4-5 40-11-0 6-10-11 43-11-0 3-0-0 -1-2-8 1-2-8 5-9-9 5-9-9 10-6-0 4-8-7 16-9-11 6-3-11 25-5-0 8-7-5 29-8-0 4-3-0 34-0-5 4-4-5 40-11-0 6-10-11 43-11-0 3-0-0 0-9-9 12-0-0 5-4-14 1-0-0 12-0-0 8.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-3-0], [6:0-4-8,0-1-12], [10:0-3-12,0-2-0], [12:Edge,0-1-12], [17:0-6-0,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.95 0.91 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.53 0.18 0.08 (loc) 20-22 19-20 13 20 l/defl >999 >985 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 260 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 11-14: 2x4 SPF-S Stud, 18-21: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-22,5-22,12-13,13-15,12-15: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-5-15 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-10-3 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,13-14. 1 Row at midpt 11-15 WEBS 1 Row at midpt 5-20, 6-19, 7-19, 7-17, 9-16, 12-13 REACTIONS. (lb/size) 2=2109/0-3-8, 13=2066/0-3-8 Max Horz 2=263(LC 5) Max Uplift2=-89(LC 6), 13=-21(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3084/199, 3-4=-2977/221, 4-5=-2863/253, 5-6=-2420/285, 6-7=-1955/288, 7-8=-1908/276, 8-9=-1908/276, 9-10=-1510/243, 10-11=-1932/239, 11-12=-1124/100, 12-13=-2042/150 BOT CHORD 2-22=-244/2381, 22-23=-185/2282, 21-23=-185/2282, 20-21=-185/2282, 20-24=-146/1930, 19-24=-146/1930, 9-17=-89/870, 17-25=-115/1916, 16-25=-117/1909, 16-26=-73/947, 15-26=-72/948, 11-15=-1222/172 WEBS 5-22=-5/335, 5-20=-549/170, 6-20=-24/826, 7-19=-439/233, 17-19=-136/2005, 9-16=-1126/188, 10-16=-20/694, 11-16=-106/746, 12-15=-126/1686 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0-4-0 21-9-8 0-6-8 24-1-8 2-4-0 2-4-11 6-9-3 2-7-5 9-5-11 2-4-11 8.00 12 3.16 12 Plate Offsets (X,Y)-- [3:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.89 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.34 -0.83 0.02 0.01 (loc) 14-15 14-15 11 14 l/defl >739 >302 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 128 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-10: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-14,4-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-8 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 1 Row at midpt 2-15 JOINTS 1 Brace at Jt(s): 5 REACTIONS. (lb/size) 15=953/Mechanical, 11=1232/0-3-8 Max Horz 15=-242(LC 4) Max Uplift15=-28(LC 6), 11=-189(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-793/184, 3-4=-667/172, 4-7=-384/173, 6-7=-482/285, 5-6=-477/103, 6-8=-308/351, 8-11=-750/584 BOT CHORD 15-18=-96/649, 18-19=-96/649, 14-19=-96/649, 13-14=-66/378, 13-20=-66/378, 12-20=-66/378 WEBS 3-14=-16/250, 4-14=0/294, 2-15=-794/118, 4-5=-678/157, 6-11=-481/71, 6-12=-56/412, 5-7=-84/507 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-12 to 24-1-8 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 11=189. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.90 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.63 0.03 0.01 (loc) 7-8 7-8 7 8 l/defl >975 >398 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 98 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-8: 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 2-10, 4-7 REACTIONS. (lb/size) 10=964/0-3-8, 7=1050/0-3-8 Max Horz 10=-218(LC 4) Max Uplift10=-32(LC 6), 7=-68(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-827/142, 3-4=-825/142, 5-7=-297/151 BOT CHORD 10-11=-63/671, 11-12=-63/671, 9-12=-63/671, 8-9=-63/671, 8-13=0/663, 13-14=0/663, 7-14=0/663 WEBS 3-8=-61/524, 2-10=-848/72, 4-7=-836/14 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.53 0.56 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.07 -0.18 0.01 0.02 (loc) 7-8 7-8 7 8-10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 90 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=866/0-3-8, 7=866/0-3-8 Max Horz 11=226(LC 5) Max Uplift11=-83(LC 6), 7=-55(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-868/144, 3-4=-596/161, 4-5=-727/156, 2-11=-805/178, 5-7=-799/158 BOT CHORD 9-10=-64/704, 8-9=-64/704 WEBS 3-8=-359/126, 4-8=-29/339, 2-10=0/663, 5-8=-20/382 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 5-8-8 12-5-8 6-9-0 20-5-6 7-11-14 27-2-6 6-9-0 33-7-8 6-5-2 1-7-7 12-0-0 1-0-3 12-0-0 10.00 12 Plate Offsets (X,Y)-- [4:0-5-12,0-1-0], [5:0-5-12,0-1-0], [8:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.58 0.42 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.14 0.01 0.06 (loc) 12-13 14-16 9 14-16 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 184 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-16,7-10,1-17,1-16,8-9,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 2-14, 4-13, 5-13, 7-12 REACTIONS. (lb/size) 17=450/0-3-8, 13=1812/0-3-8, 9=780/0-3-8 Max Horz 13=-268(LC 4) Max Uplift17=-124(LC 6), 13=-158(LC 6), 9=-23(LC 7) Max Grav 17=497(LC 10), 13=1812(LC 1), 9=797(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-491/218, 5-6=-369/155, 6-7=-505/108, 7-8=-919/80, 1-17=-461/176, 8-9=-745/69 BOT CHORD 16-18=-94/310, 15-18=-94/310, 14-15=-94/310, 13-19=-46/290, 12-19=-46/290, 11-12=0/626, 11-20=0/626, 10-20=0/626 WEBS 2-14=-459/288, 4-14=-305/327, 4-13=-808/352, 5-13=-896/73, 5-12=-35/571, 7-12=-459/181, 1-16=-62/270, 8-10=0/472 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 17=124, 13=158. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 5-10-0 5-10-0 12-7-0 6-9-0 20-6-14 7-11-14 27-3-14 6-9-0 33-9-0 6-5-2 1-6-3 12-0-0 1-0-3 12-0-0 10.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-8], [5:0-5-12,0-1-0], [6:0-5-12,0-1-0], [9:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.47 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.07 -0.14 0.02 0.06 (loc) 13-14 15-17 10 15-17 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 186 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-17,8-11,2-18,2-17,9-10,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-6. 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 3-15, 5-14, 6-14, 8-13 REACTIONS. (lb/size) 18=536/0-10-0, 14=1824/0-3-8, 10=777/0-3-8 Max Horz 18=297(LC 5) Max Uplift18=-163(LC 6), 14=-167(LC 6), 10=-30(LC 7) Max Grav 18=582(LC 10), 14=1824(LC 1), 10=796(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-495/233, 6-7=-367/159, 7-8=-503/112, 8-9=-917/84, 2-18=-545/223, 9-10=-744/72 BOT CHORD 17-18=-307/272, 17-19=-266/305, 16-19=-266/305, 15-16=-266/305, 14-20=-32/289, 13-20=-32/289, 12-13=0/624, 12-21=0/624, 11-21=0/624 WEBS 3-17=-120/252, 3-15=-458/294, 5-15=-307/328, 5-14=-810/352, 6-14=-900/70, 6-13=-35/572, 8-13=-459/180, 2-17=-64/256, 9-11=0/471 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 18=163, 14=167. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 5-8-0 13-8-1 6-8-1 18-1-8 4-5-8 22-10-8 4-9-0 2-4-0 3-2-11 7-4-0 11-5-6 1-7-2 11-5-6 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [3:0-6-4,0-1-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.45 0.47 0.48 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.19 0.03 0.02 (loc) 12-14 12-14 18 12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 178 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 5-15,3-6,3-14,2-16,2-15: 2x4 SPF-S Stud 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.): 2-3, 5-15, 7-9. Except: 6-0-0 oc bracing: 3-5 BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. WEBS 1 Row at midpt 3-6, 6-12, 7-12, 8-11, 9-18 JOINTS 1 Brace at Jt(s): 9, 3 REACTIONS. (lb/size) 16=1181/0-3-8, 18=1115/0-3-0 Max Horz 16=385(LC 6) Max Uplift16=-76(LC 4), 18=-186(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-553/116, 3-19=-542/123, 3-15=-598/95, 6-7=-647/113, 7-8=-545/130, 8-9=-382/76, 2-16=-1145/161 BOT CHORD 15-16=-382/5, 14-15=-377/400, 13-14=-232/619, 13-20=-232/619, 12-20=-232/619, 12-21=-76/382, 11-21=-76/382 WEBS 3-6=-881/29, 8-12=-151/452, 8-11=-705/231, 2-15=-49/729, 9-11=-193/955, 9-18=-1116/195 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-10-8 to 22-5-4 zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb) 18=186. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 Plate Offsets (X,Y)-- [5:0-5-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.52 0.45 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.20 0.03 0.02 (loc) 10-12 10-12 15 10-12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 157 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-12,2-13,2-12: 2x4 SPF-S Stud OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-10 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. WEBS 1 Row at midpt 3-10, 5-9, 6-9, 7-15 REACTIONS. (lb/size) 13=1152/0-3-8, 15=1087/0-3-0 Max Horz 13=370(LC 6) Max Uplift13=-39(LC 6), 15=-95(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1083/30, 3-4=-782/17, 4-5=-758/65, 5-6=-370/59, 6-7=-370/59, 2-13=-1108/79 BOT CHORD 12-13=-339/45, 11-12=-215/824, 11-16=-215/824, 10-16=-215/824, 10-17=-100/546, 9-17=-100/546 WEBS 3-10=-373/169, 5-10=-36/467, 5-9=-474/124, 6-9=-275/136, 7-9=-149/922, 2-12=0/845, 7-15=-1087/155 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 15. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.72 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.28 -0.61 0.04 0.03 (loc) 8-9 8-9 8 11 l/defl >999 >682 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 197 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 12-14: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 7-8,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-3 max.): 2-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13, 2-11, 3-11, 5-11, 5-9, 1-14, 6-8 REACTIONS. (lb/size) 14=1771/0-3-8, 8=1765/Mechanical Max Horz 14=-148(LC 4) Max Uplift14=-21(LC 5), 8=-15(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1253/154, 2-3=-1345/222, 3-4=-1345/222, 4-5=-1345/222, 5-6=-1442/187, 1-14=-1615/156 BOT CHORD 12-13=-120/935, 12-16=-120/935, 11-16=-120/935, 11-17=-27/1110, 10-17=-27/1110, 9-10=-27/1110, 9-18=-56/709, 18-19=-56/709, 8-19=-56/709 WEBS 2-13=-399/148, 2-11=-173/746, 3-11=-590/250, 5-11=-172/471, 6-9=-74/636, 1-13=-66/1191, 6-8=-1656/151 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 4-8-7 16-9-11 6-3-11 25-5-0 8-7-5 34-0-5 8-7-5 40-4-0 6-3-11 43-11-0 3-7-0 0-9-9 12-0-0 5-4-14 12-0-0 8.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-3-0], [6:0-4-8,0-1-12], [9:0-5-12,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.98 0.92 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.64 0.13 0.07 (loc) 12-13 12-13 12 16 l/defl >999 >826 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 230 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-8,8-9: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 2-17: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-18,5-18,11-12: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-5-15 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-8-0 max.): 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-15, 7-15, 9-15, 9-13, 10-12 REACTIONS. (lb/size) 2=2146/0-3-8, 12=2219/0-3-8 Max Horz 2=263(LC 5) Max Uplift2=-89(LC 6), 12=-21(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3146/199, 3-4=-3039/221, 4-5=-2925/253, 5-6=-2486/286, 6-7=-2057/291, 7-8=-2057/291, 8-9=-2058/291, 9-10=-1902/231 BOT CHORD 2-18=-244/2430, 18-19=-185/2336, 19-20=-185/2336, 17-20=-185/2336, 16-17=-185/2336, 16-21=-145/1983, 15-21=-145/1983, 14-15=-43/1488, 14-22=-43/1488, 13-22=-43/1488, 13-23=-75/914, 23-24=-75/914, 12-24=-75/914 WEBS 5-18=-5/336, 5-16=-551/170, 6-16=-26/814, 6-15=-213/292, 7-15=-591/249, 9-15=-187/1020, 10-13=-80/893, 10-12=-2157/199 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 5-7-8 0-9-9 12-0-0 2-0-0 8.00 12 Plate Offsets (X,Y)-- [1:0-5-5,Edge], [4:0-3-0,0-3-0], [5:0-5-12,0-2-0], [11:0-5-8,0-4-0], [12:0-2-12,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix-S) 0.67 0.78 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.25 -0.46 0.07 0.04 (loc) 14-16 14-16 9 16 l/defl >999 >733 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 189 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-16,4-16,12-14,9-11: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied. Except: 1 Row at midpt 6-12, 7-11 WEBS 1 Row at midpt 8-9, 4-14, 5-12 REACTIONS. (lb/size) 9=1190/0-3-8, 1=1218/Mechanical Max Horz 1=347(LC 6) Max Uplift9=-87(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-576/0, 2-3=-1702/38, 3-4=-1529/69, 4-5=-1000/90, 5-6=-674/102, 6-7=-671/102, 7-8=-561/87, 8-9=-1135/200 BOT CHORD 1-16=-288/1328, 16-21=-220/1147, 15-21=-220/1147, 15-22=-220/1147, 14-22=-220/1147, 11-12=-94/593, 7-11=-829/175 WEBS 4-16=-11/412, 4-14=-611/172, 5-14=0/313, 12-14=-124/827, 7-12=-64/500, 8-11=-176/1133 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix-S) 0.81 0.70 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.47 0.05 0.04 (loc) 10-12 10-12 8 12 l/defl >999 >726 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 161 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-12,4-12: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-8, 4-10, 6-10, 6-9, 7-9 REACTIONS. (lb/size) 8=1435/0-3-8, 1=1266/0-3-8 Max Horz 1=347(LC 6) Max Uplift8=-87(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-575/0, 2-3=-1780/38, 3-4=-1607/69, 4-5=-1085/90, 5-6=-808/117, 6-7=-558/71, 7-8=-1292/194 BOT CHORD 1-12=-288/1391, 12-17=-220/1214, 11-17=-220/1214, 11-18=-220/1214, 10-18=-220/1214, 10-19=-71/558, 9-19=-71/558 WEBS 4-12=-11/404, 4-10=-606/173, 6-10=-121/580, 6-9=-894/216, 7-9=-164/1272 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix-S) 0.68 0.92 0.30 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.58 0.08 0.04 (loc) 11-13 11-13 9 13-16 l/defl >940 >586 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 111 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 7-11,3-13: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=1347/Mechanical, 9=1423/0-3-8 Max Horz 1=-231(LC 4) Max Uplift1=-48(LC 6), 9=-86(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-677/0, 2-3=-1864/152, 3-4=-1713/182, 4-5=-1698/228, 5-6=-1693/226, 6-7=-1708/180, 7-8=-1860/150, 8-9=-653/0 BOT CHORD 1-22=-71/1464, 22-23=-71/1464, 13-23=-71/1464, 13-24=0/1010, 12-24=0/1010, 12-25=0/1010, 11-25=0/1010, 11-26=0/1459, 26-27=0/1459, 9-27=0/1459 WEBS 5-11=-87/767, 7-11=-349/205, 5-13=-91/775, 3-13=-354/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) 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) 1, 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.68 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.15 -0.37 0.02 0.20 (loc) 7-8 7-8 7 7-8 l/defl >999 >590 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 83 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=725/0-3-8, 7=800/0-8-0 Max Horz 10=-205(LC 4) Max Uplift10=-176(LC 6), 7=-214(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-257/238, 2-3=-648/429, 3-4=-647/429, 4-5=-358/334, 5-7=-378/276 BOT CHORD 9-10=-177/545, 8-9=-177/545, 7-8=-185/558 WEBS 3-8=-453/479, 2-10=-578/172, 4-7=-486/76 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=176, 7=214. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.70 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.36 0.02 0.20 (loc) 8-9 8-9 8 8-9 l/defl >999 >612 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 85 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=807/0-8-0, 8=807/0-8-0 Max Horz 11=-204(LC 4) Max Uplift11=-216(LC 6), 8=-216(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-358/332, 3-4=-658/435, 4-5=-658/435, 5-6=-358/332, 2-11=-378/275, 6-8=-378/275 BOT CHORD 10-11=-189/565, 9-10=-189/565, 8-9=-189/565 WEBS 4-9=-460/492, 3-11=-497/85, 5-8=-497/85 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=216, 8=216. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.55 0.64 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.31 0.02 0.01 (loc) 9-11 9-11 8 9 l/defl >999 >693 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 83 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=786/0-3-8, 8=786/0-3-8 Max Horz 11=-202(LC 4) Max Uplift11=-66(LC 6), 8=-66(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-274/95, 3-4=-613/125, 4-5=-613/125, 5-6=-274/95, 2-11=-335/129, 6-8=-335/129 BOT CHORD 10-11=-47/512, 9-10=-47/512, 8-9=0/512 WEBS 4-9=-72/458, 3-11=-523/17, 5-8=-523/17 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.07 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 1 1 8 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 39 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 8-2-8. (lb) - Max Horz 2=179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 8, 9, 10, 11, 12 Max Grav All reactions 250 lb or less at joint(s) 8, 2, 9, 10, 11, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9, 10, 11, 12. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.05 0.04 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 6 7 6 6 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 6-8-12. (lb) - Max Horz 2=-68(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.06 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 13 13 12 12 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 69 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-8-12. (lb) - Max Horz 2=124(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.05 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 0.00 0.00 -0.00 (loc) 1 1 10 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 51 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-8-14. (lb) - Max Horz 2=136(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 13, 14, 15, 16, 11 Max Grav All reactions 250 lb or less at joint(s) 10, 2, 12, 13, 14, 15, 16, 11 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 13, 14, 15, 16, 11. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 1 1 5 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 30 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=178/8-5-8, 2=168/8-5-8, 6=453/8-5-8 Max Horz 2=184(LC 6) Max Uplift5=-29(LC 6), 6=-106(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-294/168 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 4-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=106. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 BC WB (Matrix) 0.11 0.11 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 4 4 3 4 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=112/6-1-5, 3=166/6-1-5, 5=222/6-1-5 Max Horz 6=-79(LC 4) Max Uplift6=-40(LC 6), 3=-33(LC 6) Max Grav 6=120(LC 10), 3=166(LC 1), 5=222(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 (Matrix) 0.10 0.11 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 5 5 4 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=172/6-8-12, 4=172/6-8-12, 6=240/6-8-12 Max Horz 2=68(LC 5) Max Uplift2=-28(LC 6), 4=-34(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.13 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 7 7 6 7 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 51 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-8-12. (lb) - Max Horz 2=-124(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=378(LC 1), 10=389(LC 10), 8=389(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-275/145, 5-8=-275/145 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 TC BC WB (Matrix) 0.21 0.13 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 0.00 0.00 -0.00 (loc) 1 1 6 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 39 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-8-14. (lb) - Max Horz 2=136(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 6, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 2 except 7=393(LC 1), 8=393(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-275/147 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 0.06 0.03 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: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 6-4-4. (lb) - Max Horz 1=118(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8, 9 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7, 8, 9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8, 9. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 (Matrix) 0.09 0.06 0.04 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: 37 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 8-5-4. (lb) - Max Horz 1=161(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 7, 8, 9, 10, 11 Max Grav All reactions 250 lb or less at joint(s) 1, 7, 8, 9, 10, 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8, 9, 10, 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 2-11-0 21-3-0 0-4-0 24-1-8 2-10-8 5-5-8 5-5-8 10-7-8 5-2-0 18-0-0 7-4-8 20-11-0 2-11-0 21-3-0 0-4-0 21-9-8 0-6-8 24-1-8 2-4-0 2-4-11 6-9-3 2-7-5 9-5-11 2-4-11 8.00 12 3.16 12 Plate Offsets (X,Y)-- [3:0-3-12,0-2-0], [5:0-6-0,0-3-12], [16:0-1-9,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.98 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.34 -0.83 0.02 0.01 (loc) 14-15 14-15 11 14 l/defl >739 >302 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 145 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-10: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-14,4-14: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Except: 6-0-0 oc bracing: 6-8 BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. WEBS 1 Row at midpt 2-15 JOINTS 1 Brace at Jt(s): 5 REACTIONS. (lb/size) 15=953/Mechanical, 11=1232/0-3-8 Max Horz 15=-274(LC 4) Max Uplift15=-26(LC 6), 11=-190(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-793/188, 3-4=-667/176, 4-7=-384/174, 6-7=-482/286, 5-6=-477/105, 6-8=-308/352, 8-11=-750/585 BOT CHORD 15-30=-102/649, 30-31=-102/649, 14-31=-102/649, 13-14=-67/378, 13-32=-67/378, 12-32=-67/378 WEBS 3-14=-19/250, 4-14=0/294, 2-15=-794/88, 4-5=-678/159, 6-11=-481/73, 6-12=-57/412, 5-7=-85/507 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-12 to 24-1-8 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) 15 except (jt=lb) 11=190. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 21-3-0 21-3-0 -1-2-8 1-2-8 10-7-8 10-7-8 21-3-0 10-7-8 22-5-8 1-2-8 2-4-11 9-5-11 2-4-11 8.00 12 Plate Offsets (X,Y)-- [29:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.47 0.23 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.00 0.01 (loc) 19 19 20 19 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 147 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 10-28,9-29,11-27: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 10-28, 9-29, 11-27 REACTIONS. All bearings 21-3-0. (lb) - Max Horz 36=239(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 30, 31, 32, 33, 34, 26, 25, 24, 23, 22 except 36=-282(LC 4), 20=-270(LC 5), 35=-278(LC 5), 21=-268(LC 4) Max Grav All reactions 250 lb or less at joint(s) 28, 29, 30, 31, 32, 33, 34, 27, 26, 25, 24, 23, 22 except 36=271(LC 5), 20=260(LC 4), 35=307(LC 4), 21=297(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-17/275, 9-10=-21/288, 10-11=-21/288, 11-12=-17/275 WEBS 10-28=-259/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 31, 32, 33, 34, 26, 25, 24, 23, 22 except (jt=lb) 36=282, 20=270, 35=278, 21=268. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 6-9-0 33-9-0 6-5-2 -1-2-8 1-2-8 5-10-0 5-10-0 12-7-0 6-9-0 20-6-14 7-11-14 27-3-14 6-9-0 33-9-0 6-5-2 34-11-8 1-2-8 1-6-3 12-0-0 1-0-3 12-0-0 10.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-8], [5:0-4-8,0-1-8], [9:0-2-12,0-1-8], [25:0-1-14,0-1-0], [31:0-1-14,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.76 0.47 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.11 -0.25 0.03 0.05 (loc) 12-13 12-13 11 12-13 l/defl >999 >940 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 307 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-16,5-16,5-24,6-13,8-13,16-68: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud *Except* 41-42,64-65,69-70: 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 (4-10-10 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-13, 16-68 JOINTS 1 Brace at Jt(s): 24, 66, 67, 68 REACTIONS. All bearings 14-1-8 except (jt=length) 11=0-3-8, 15=0-3-8. (lb) - Max Horz 23=-290(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 23, 22, 21 except 16=-304(LC 5), 11=-110(LC 7) Max Grav All reactions 250 lb or less at joint(s) 16, 18, 19, 20, 21 except 23=690(LC 1), 22=712(LC 1), 11=1275(LC 11), 15=303(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-612/140, 3-4=-833/155, 4-5=-701/202, 5-6=-759/227, 6-7=-930/220, 7-8=-1065/173, 8-9=-1455/142, 2-23=-637/124, 9-11=-1226/159 BOT CHORD 22-23=-273/304, 21-22=-92/395, 21-77=-92/395, 20-77=-92/395, 19-20=-92/395, 18-19=-92/395, 17-18=-92/395, 16-17=-92/395, 15-16=0/741, 14-15=0/741, 13-14=0/741, 13-78=0/1029, 12-78=0/1029 WEBS 3-22=-641/99, 3-16=-91/272, 5-24=-21/284, 13-68=-30/438, 24-68=-20/343, 6-24=-11/260, 8-13=-422/172, 2-22=-113/332, 9-12=0/842, 16-68=-263/21 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 22, 21 except (jt=lb) 16=304, 11=110. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 1-4-0 1-4-0 7-0-0 5-8-0 13-8-1 6-8-1 18-1-8 4-5-8 22-10-8 4-9-0 -1-10-8 1-10-8 0-5-8 0-5-8 1-4-0 0-10-8 7-0-0 5-8-0 13-8-1 6-8-1 18-1-8 4-5-8 22-10-8 4-9-0 2-4-0 3-2-11 7-4-0 11-5-6 1-7-2 11-5-6 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [3:0-6-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.45 0.47 0.49 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.19 0.03 0.02 (loc) 12-14 12-14 34 12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 217 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 5-15,3-6,3-14,2-16,2-15: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 9-33,17-18: 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.): 2-3, 5-15, 7-9. Except: 6-0-0 oc bracing: 3-5 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-6, 6-12, 7-12, 8-11, 9-34 JOINTS 1 Brace at Jt(s): 9, 3 REACTIONS. (lb/size) 16=1181/0-3-8, 34=1115/0-3-0 Max Horz 16=362(LC 6) Max Uplift16=-77(LC 4), 34=-185(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-35=-553/116, 3-35=-542/124, 3-15=-598/95, 6-7=-647/115, 7-8=-545/131, 8-9=-382/78, 2-16=-1145/162 BOT CHORD 15-16=-345/5, 14-15=-339/400, 13-14=-195/619, 13-36=-195/619, 12-36=-195/619, 12-37=-51/382, 11-37=-51/382 WEBS 3-6=-881/30, 8-12=-149/452, 8-11=-705/228, 2-15=-50/729, 9-11=-195/955, 9-34=-1116/194 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-10-8 to 22-5-4 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 34 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) 16 except (jt=lb) 34=185. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 2x4 2x4 2x4 2x4 2x4 2x4 2x4 22-7-8 22-7-8 -1-10-8 1-10-8 13-8-1 13-8-1 22-7-8 8-11-7 2-4-0 11-5-6 8.00 12 Plate Offsets (X,Y)-- [2:0-4-3,Edge], [14:0-3-0,0-0-2], [31:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.65 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.03 -0.00 -0.00 (loc) 1 1 22 2 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 216 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 10-32,9-33,7-34,6-35,5-36,4-37,3-38: 2x4 SPF-S Stud 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.): 14-21. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 21-22, 20-23, 19-24, 18-25, 17-26, 16-27, 15-28, 13-29, 12-30, 11-31, 10-32 REACTIONS. All bearings 22-7-8. (lb) - Max Horz 39=370(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 39, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 except 38=-816(LC 6) Max Grav All reactions 250 lb or less at joint(s) 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38 except 39=782(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-39=-396/40, 2-3=-484/50, 3-4=-272/30, 4-5=-259/26 WEBS 3-38=-57/369 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 39, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 except (jt=lb) 38=816. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.85 0.26 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 30 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 383 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF No.2 *Except* 3-56,2-57,25-33,26-32,27-31,28-30: 2x4 SPF-S Stud 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.): 7-21. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 21-37, 20-38, 19-40, 18-41, 17-42, 16-43, 14-44, 13-45, 12-46, 11-47, 10-48, 9-50, 8-51 , 7-52, 6-53, 5-54, 4-55, 22-36, 23-35, 24-34 REACTIONS. All bearings 34-11-0. (lb) - Max Horz 58=-148(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 37, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 56, 36, 35, 34, 33, 32 except 58=-248(LC 4), 30=-448(LC 5), 57=-215(LC 5), 31=-595(LC 4) Max Grav All reactions 250 lb or less at joint(s) 58, 37, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 56, 36, 35, 34, 33, 32 except 30=559(LC 4), 57=283(LC 4), 31=530(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 27-28=-342/297, 28-29=-307/373, 29-30=-644/777 WEBS 27-31=-394/474, 28-30=-1221/1011 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * 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) 37, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 56, 36, 35, 34, 33, 32 except (jt=lb) 58=248, 30=448, 57=215, 31=595. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 8-6-10 16-9-11 8-3-2 22-6-10 5-8-14 28-3-0 5-8-6 28-3-8 0-0-8 5-9-9 5-9-9 10-6-0 4-8-7 16-9-11 6-3-11 22-6-10 5-8-14 28-3-8 5-8-14 0-9-9 12-0-0 8.00 12 Plate Offsets (X,Y)-- [1:0-5-5,Edge], [4:0-3-0,0-3-0], [5:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix-S) 0.81 0.78 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.47 0.05 0.04 (loc) 10-12 10-12 8 12 l/defl >999 >726 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 272 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-12,4-12: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 14-15,22-23,25-26,32-33,34-35,36-37: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-8, 4-10, 6-10, 6-9, 7-9 REACTIONS. (lb/size) 8=1435/0-3-8, 1=1266/Mechanical Max Horz 1=347(LC 6) Max Uplift8=-87(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-575/0, 2-3=-1780/38, 3-4=-1607/69, 4-5=-1085/90, 5-6=-808/117, 6-7=-558/71, 7-8=-1292/194 BOT CHORD 1-12=-288/1391, 12-42=-220/1214, 11-42=-220/1214, 11-43=-220/1214, 10-43=-220/1214, 10-44=-71/558, 9-44=-71/558 WEBS 4-12=-11/404, 4-10=-606/173, 6-10=-121/580, 6-9=-894/216, 7-9=-164/1272 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;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) Provide adequate drainage to prevent water ponding. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 28-3-0 28-3-0 14-1-8 14-1-8 28-3-0 14-1-8 29-5-8 1-2-8 0-9-9 10-2-9 0-9-9 8.00 12 Plate Offsets (X,Y)-- [7:0-2-12,0-3-4], [17:0-2-12,0-3-4], [25:0-4-4,0-1-8], [46:0-4-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.09 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.01 0.00 (loc) 24 24 25 24 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 179 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 12-35,11-36,13-34: 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 12-35, 11-36, 13-34 REACTIONS. All bearings 28-3-0. (lb) - Max Horz 46=-250(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 46, 25, 36, 38, 39, 40, 41, 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28, 27, 26 Max Grav All reactions 250 lb or less at joint(s) 46, 25, 35, 36, 38, 39, 40, 41, 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28, 27, 26 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 46, 25, 36, 38, 39, 40, 41, 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28, 27, 26. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 2x4 2x4 2x4 2x4 2x4 18-8-8 18-8-8 -1-0-4 1-0-4 9-4-4 9-4-4 18-8-8 9-4-4 19-8-12 1-0-4 0-10-5 8-7-14 0-10-5 10.00 12 Plate Offsets (X,Y)-- [18:0-4-12,0-1-8], [30:0-2-13,0-1-8], [33:0-4-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.09 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.00 0.00 (loc) 17 17 18 17 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 111 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-25 REACTIONS. All bearings 18-8-8. (lb) - Max Horz 33=-204(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 18, 26, 27, 28, 29, 31, 24, 23, 22, 21, 20, 19 except 33=-114(LC 4), 32=-115(LC 5) Max Grav All reactions 250 lb or less at joint(s) 33, 18, 25, 26, 27, 28, 29, 31, 32, 24, 23, 22, 21, 20, 19 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 26, 27, 28, 29, 31, 24, 23, 22, 21, 20, 19 except (jt=lb) 33=114, 32=115. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018 2x4 2x4 2x4 2x4 2x4 2x4 2x4 17-11-0 17-11-0 -1-2-8 1-2-8 8-11-8 8-11-8 17-11-0 8-11-8 19-1-8 1-2-8 1-0-3 8-5-13 1-0-3 10.00 12 Plate Offsets (X,Y)-- [26:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.10 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.00 0.01 (loc) 17 17 18 17 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 107 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 17-11-0. (lb) - Max Horz 33=-202(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 27, 28, 29, 30, 31, 24, 23, 22, 21, 20 except 33=-163(LC 4), 18=-121(LC 5), 32=-159(LC 5), 19=-132(LC 4) Max Grav All reactions 250 lb or less at joint(s) 33, 18, 25, 27, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 19 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 28, 29, 30, 31, 24, 23, 22, 21, 20 except (jt=lb) 33=163, 18=121, 32=159, 19=132. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 7,2018