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HomeMy WebLinkAboutI34760128.30_Heritage_at_Spring_MillRe: 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). Liu, Xuegang Pages or sheets covered by this seal: I34760128 thru I34760211 My license renewal date for the state of Indiana is July 31, 2020. 30_Heritage_at_Spring_Mill 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: 30 Heritage at Spring Mill 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. September 25,2018 Job 30_HERITAGE_AT_SPRIN~L Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760128 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 15:59:57 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-E9IRbyE7FJGjJbFJPeBMYMOd9C_NGNreDkwkm4yaN6m Scale = 1:25.6 1 2 5 6 3 7 4 3x4 3x6 3-6-14 3-6-4 -1-10-3 1-10-3 3-6-14 3-6-14 1-7-0 3-7-13 3-2-15 3-7-13 6.95 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 30_HERITAGE_AT_SPRIN~L Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760129 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 15:59:57 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-E9IRbyE7FJGjJbFJPeBMYMOcPCzDGNreDkwkm4yaN6m Scale = 1:29.7 1 2 5 6 7 3 8 9 4 3x4 3x6 4-9-7 4-8-13 -1-10-3 1-10-3 4-9-7 4-9-7 1-7-0 4-4-4 3-11-5 4-4-4 6.95 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 30_HERITAGE_AT_SPRIN~L Truss CG03 Truss Type Diagonal Hip Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760130 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 15:59:58 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-iLspoIFl0dOZxlqVzLib4axn9cJS?q5nROfHIWyaN6l Scale = 1:29.7 1 2 5 6 7 3 8 9 4 3x4 3x6 4-9-7 4-8-13 -1-10-3 1-10-3 4-9-7 4-9-7 1-7-0 4-4-4 0-4-15 3-11-5 4-4-4 6.95 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 Job 30_HERITAGE_AT_SPRIN~L Truss GE01 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760131 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 15:59:59 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AXQB0eFNnxWQYuPhX3DqdnT_i?gfkCCxg2PqqzyaN6k Scale = 1:84.8 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x4 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 13-7-0 13-7-0 -1-0-0 1-0-0 6-9-8 Job 30_HERITAGE_AT_SPRIN~L Truss GE02 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760132 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:00 2018 Page 1 ID:7hQiizTxJF7QGjZw39x6Q3yaPa0-ej_aD_G?XEfHA2_u5mk39?0?RPx_TfR4vi8OMPyaN6j Scale = 1:83.3 1 2 3 4 5 6 13 12 11 9 8 7 15 35 10 5x8 4x8 3x4 3x6 3x4 3x8 8x8 3x4 8x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 7-4-5 Job 30_HERITAGE_AT_SPRIN~L Truss J01 Truss Type Jack-Open Qty 15 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760133 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:00 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ej_aD_G?XEfHA2_u5mk39?03lPzLTkb4vi8OMPyaN6j Scale = 1:37.2 1 2 5 3 4 3x6 3x6 3-4-8 3-4-8 -1-0-0 1-0-0 3-4-8 3-4-8 1-7-0 5-6-4 4-11-2 5-6-4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.67 0.32 Job 30_HERITAGE_AT_SPRIN~L Truss J02 Truss Type Jack-Open Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760134 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:01 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7wYyRKHeIYn8oCZ4eTFIiCZLSpM1CBrD7MuxvryaN6i Scale = 1:23.2 1 2 5 3 4 3x4 3x4 3-3-0 3-3-0 -1-0-0 1-0-0 3-3-0 3-3-0 1-1-0 3-3-0 2-9-13 3-3-0 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.10 Job 30_HERITAGE_AT_SPRIN~L Truss J03 Truss Type Jack-Open Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760135 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:01 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7wYyRKHeIYn8oCZ4eTFIiCZIcpKYCBrD7MuxvryaN6i Scale = 1:26.8 1 2 5 3 4 3x4 3x6 1-10-11 1-10-11 -1-0-0 1-0-0 1-10-11 1-10-11 1-7-0 3-9-8 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.19 0.00 DEFL. Job 30_HERITAGE_AT_SPRIN~L Truss J04 Truss Type Jack-Open Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760136 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:01 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7wYyRKHeIYn8oCZ4eTFIiCZMZpNnCBrD7MuxvryaN6i Scale = 1:16.6 1 2 5 3 2x4 4 3x4 1-7-5 1-7-5 -1-0-0 1-0-0 1-7-5 1-7-5 1-1-0 2-1-14 1-8-11 2-1-14 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.05 0.00 Job 30_HERITAGE_AT_SPRIN~L Truss J05 Truss Type Jack-Open Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760137 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:02 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-b65KegIG3sv?PM8GCBmXFQ5TMDgnxd5NM0dVRHyaN6h Scale = 1:26.8 1 2 5 3 4 3x4 3x6 1-10-11 1-10-11 -1-0-0 1-0-0 1-10-11 1-10-11 1-7-0 3-9-8 3-2-6 3-9-8 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.19 Job 30_HERITAGE_AT_SPRIN~L Truss J06 Truss Type Jack-Open Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760138 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:02 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-b65KegIG3sv?PM8GCBmXFQ5XJDj0xd5NM0dVRHyaN6h Scale = 1:16.6 1 2 5 3 2x4 4 3x4 1-7-5 1-7-5 -1-0-0 1-0-0 1-7-5 1-7-5 1-1-0 2-1-14 1-8-11 2-1-14 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.05 0.00 Job 30_HERITAGE_AT_SPRIN~L Truss J07 Truss Type Jack-Open Qty 2 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760139 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:03 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3Ifis?Juq91s1WjTmuImndefWd11g4KWbgN2zkyaN6g Scale: 1/2"=1' 1 2 5 3 4 3x4 3x6 3-1-2 3-0-7 -1-10-3 1-10-3 3-1-2 3-1-2 1-7-0 3-4-8 6.95 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 0.13 0.00 DEFL. Job 30_HERITAGE_AT_SPRIN~L Truss J08 Truss Type Jack-Open Qty 7 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760140 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:03 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3Ifis?Juq91s1WjTmuImndegRd2Gg4KWbgN2zkyaN6g Scale = 1:24.7 1 2 5 3 4 3x4 3x4 3-7-8 3-7-8 -1-0-0 1-0-0 3-7-8 3-7-8 1-1-0 3-6-0 3-0-13 3-6-0 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.11 Job 30_HERITAGE_AT_SPRIN~L Truss J09 Truss Type Jack-Open Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760141 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:04 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XVD43LJWbT9jfgIfKcp?KrBqx0NnPXagqK6bVAyaN6f Scale = 1:28.7 1 4 2 3 3x4 3x4 2-2-0 2-2-0 2-2-0 2-2-0 1-7-0 4-1-5 3-6-3 4-1-5 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.16 0.00 DEFL. Vert(LL) Job 30_HERITAGE_AT_SPRIN~L Truss J10 Truss Type Jack-Open Qty 18 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760142 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:04 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XVD43LJWbT9jfgIfKcp?KrBjT0JCPXagqK6bVAyaN6f Scale = 1:41.5 1 2 5 3 4 3x8 3x6 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-7-0 6-3-0 5-7-14 6-3-0 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.81 0.39 Job 30_HERITAGE_AT_SPRIN~L Truss J11 Truss Type Jack-Open Qty 6 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760143 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:05 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?hnTGhK8MnHaGpsrtJKEs2j_eQko8_qp2_s92cyaN6e Scale = 1:41.5 1 4 2 3 2x4 3x6 4-0-0 4-0-0 4-0-0 4-0-0 1-7-0 6-3-0 1-1-10 5-7-14 6-3-0 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.11 0.00 DEFL. Job 30_HERITAGE_AT_SPRIN~L Truss J12 Truss Type Jack-Open Qty 2 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760144 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:05 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?hnTGhK8MnHaGpsrtJKEs2j2RQla8_qp2_s92cyaN6e Scale = 1:18.2 1 2 5 3 2x4 4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-1-0 2-5-0 1-11-13 2-5-0 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.06 0.00 Job 30_HERITAGE_AT_SPRIN~L Truss J13 Truss Type Jack-Open Qty 5 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760145 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:05 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?hnTGhK8MnHaGpsrtJKEs2j_2QiE8_qp2_s92cyaN6e Scale = 1:28.7 1 2 5 3 4 3x4 3x6 2-2-0 2-2-0 -1-0-0 1-0-0 2-2-0 2-2-0 1-7-0 4-1-5 3-6-3 4-1-5 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.44 0.21 Job 30_HERITAGE_AT_SPRIN~L Truss PB01 Truss Type GABLE Qty 11 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760146 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:06 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-TtLrU1Lm74PRuzR1R1rTPGGEIq5ztRuzHebia3yaN6d Scale = 1:27.7 2 3 4 6 1 5 4x6 2x4 2x4 2x4 5-4-11 5-4-11 2-8-6 2-8-6 5-4-11 2-8-6 3-1-12 0-1-4 0-1-8 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job 30_HERITAGE_AT_SPRIN~L Truss PB02 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760147 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:07 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-x4vDhNMOuOXIW70E?kMiyTpQfEPpcuC6WILG6VyaN6c Scale = 1:18.7 2 3 4 5 7 1 6 3x4 2x4 2x4 2x4 5x6 5-4-11 5-4-11 1-10-5 1-10-5 3-6-6 1-8-1 5-4-11 1-10-5 2-2-1 0-1-4 0-1-8 2-0-9 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge], [4:0-4-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC Job 30_HERITAGE_AT_SPRIN~L Truss PB03 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760148 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:08 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-PGTbvjM1fif97HbQZRtxUhLZGelkLLtFly4pexyaN6b Scale = 1:38.6 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 1 12 3x6 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-8-5 22-8-5 1-10-8 1-10-8 20-9-13 18-11-5 22-8-5 1-10-8 1-3-0 0-1-4 0-1-8 1-1-8 8.00 12 Plate Offsets (X,Y)-- [2:0-1-15,0-1-8], [3:0-3-0,0-0-2], [10:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 30_HERITAGE_AT_SPRIN~L Truss PB04 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760149 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:08 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-PGTbvjM1fif97HbQZRtxUhLWgelgLKRFly4pexyaN6b Scale = 1:38.6 2 3 4 5 6 7 13 12 11 10 9 1 8 5x6 3x6 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 3x6 22-8-5 22-8-5 5-4-8 5-4-8 17-3-13 11-11-5 22-8-5 5-4-8 3-7-0 0-1-4 0-1-8 3-5-8 8.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-2-4], [6:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code Job 30_HERITAGE_AT_SPRIN~L Truss PB05 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760150 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:09 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-uS1z63NfQ?n0lRAc69OA1uugD14H4m2PzcqMBNyaN6a Scale: 1/4"=1' 2 3 4 5 6 7 8 14 13 12 11 10 1 9 15 16 3x6 3x8 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-8-5 22-8-5 8-10-8 8-10-8 13-9-13 4-11-5 22-8-5 8-10-8 5-11-0 0-1-4 0-1-8 5-9-8 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-0-2], [6:0-3-12,0-2-0], [8:0-1-15,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job 30_HERITAGE_AT_SPRIN~L Truss PB06 Truss Type GABLE Qty 8 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760151 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:10 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-MfaMKPOHBJvsNblpgswPZ6RuDRQHpDAYCGZwjqyaN6Z Scale = 1:55.7 2 3 4 5 6 7 8 14 13 12 11 10 1 9 4x6 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-8-5 21-8-5 10-10-2 10-10-2 21-8-5 10-10-2 7-2-12 0-1-4 0-1-8 8.00 12 Plate Offsets (X,Y)-- [13:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 30_HERITAGE_AT_SPRIN~L Truss PB07 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760152 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:11 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qr8kXkPvyd1j_kK?EaRe6Jz22rmnYgpiRwJTFGyaN6Y Scale: 1/4"=1' 2 3 4 5 6 7 8 14 13 12 11 10 1 9 15 16 6x6 3x4 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 3x4 21-8-5 21-8-5 8-11-2 8-11-2 12-9-3 3-10-1 21-8-5 8-11-2 5-11-7 0-1-4 0-1-8 5-9-15 8.00 12 Plate Offsets (X,Y)-- [2:0-1-15,0-1-8], [5:0-3-12,0-2-0], [6:0-3-12,0-2-0], [8:0-1-15,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 30_HERITAGE_AT_SPRIN~L Truss PB08 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760153 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:12 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-I1i6k4QXjw9acuvBoHyteXWBWF7YH8OrfZ21oiyaN6X Scale = 1:36.9 2 3 4 5 6 7 8 14 13 12 11 10 1 9 3x6 3x4 3x6 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 3x6 21-8-5 21-8-5 5-5-2 5-5-2 16-3-3 10-10-1 21-8-5 5-5-2 3-7-7 0-1-4 0-1-8 3-5-15 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-0-2], [7:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Job 30_HERITAGE_AT_SPRIN~L Truss PB09 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760154 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:13 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mEGUyQQ9UEHRE2UOL?T6Bk3OffSz0cz_uDoaK9yaN6W Scale = 1:37.5 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 1 11 3x6 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-8-5 21-8-5 1-11-2 1-11-2 15-7-2 13-8-0 17-8-2 2-1-0 21-8-5 4-0-2 1-3-7 2-8-2 0-1-4 0-1-8 1-1-15 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-0-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 Job 30_HERITAGE_AT_SPRIN~L Truss PB10 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760155 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:13 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mEGUyQQ9UEHRE2UOL?T6Bk3PtfQ70cf_uDoaK9yaN6W Scale = 1:19.1 2 3 4 5 7 1 6 3x4 2x4 2x4 2x4 4x6 9-0-5 9-0-5 3-3-2 3-3-2 5-9-3 2-6-1 9-0-5 3-3-2 2-2-1 0-1-4 0-1-8 2-0-9 8.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-3], [4:0-4-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC Job 30_HERITAGE_AT_SPRIN~L Truss T01 Truss Type Half Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760156 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:14 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EQqs9mRnEYPIsC2avi_LkybVn2msl3387tX7sbyaN6V Scale = 1:34.0 1 2 3 6 4 5 3x4 3x6 3x6 2-11-2 2-11-2 3-4-8 0-5-6 -1-0-0 1-0-0 2-11-2 2-11-2 3-4-8 0-5-6 1-7-0 5-0-0 4-8-8 5-0-0 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss T02 Truss Type Half Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760157 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:14 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EQqs9mRnEYPIsC2avi_LkybVk2mrl3387tX7sbyaN6V Scale = 1:34.1 1 2 3 6 4 5 3x4 3x6 3x6 2-11-7 2-11-7 3-4-8 0-5-1 -1-0-0 1-0-0 2-11-7 2-11-7 3-4-8 0-5-1 1-7-0 5-0-5 4-8-13 5-0-5 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss T03 Truss Type Half Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760158 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:15 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-icOFN6SQ?rX9TMdmTQVaG98eMS5bUWJHMXHhO1yaN6U Scale = 1:34.3 1 2 3 6 4 5 4x6 3x6 3x6 3-0-0 3-0-0 3-11-4 0-11-4 4-0-0 0-0-12 -1-0-0 1-0-0 3-0-0 3-0-0 4-0-0 1-0-0 1-7-0 5-1-0 14.00 12 Plate Offsets (X,Y)-- [3:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss T04 Truss Type Half Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760159 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:15 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-icOFN6SQ?rX9TMdmTQVaG98h4S71UWJHMXHhO1yaN6U Scale = 1:26.1 1 2 3 6 4 5 4x6 3x4 3x6 1-10-5 1-10-5 3-11-4 2-1-0 4-0-0 0-0-12 -1-0-0 1-0-0 1-10-5 1-10-5 4-0-0 2-1-11 1-7-0 3-9-0 14.00 12 Plate Offsets (X,Y)-- [3:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss T05 Truss Type Half Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760160 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:15 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-icOFN6SQ?rX9TMdmTQVaG98kpS8rUWJHMXHhO1yaN6U Scale = 1:18.2 1 2 3 6 4 5 3x4 2x4 3x4 0-8-9 0-8-9 2-1-4 1-4-11 2-2-0 0-0-12 -1-0-0 1-0-0 0-8-9 0-8-9 2-2-0 1-5-7 1-7-0 2-5-0 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss T06 Truss Type Half Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760161 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:16 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AoydaST2m9g05WCy171ppNguusUKDzYRaB0ExTyaN6T Scale = 1:23.4 1 2 3 6 4 5 3x4 3x4 3x6 1-5-5 1-5-5 2-1-4 0-8-0 2-2-0 0-0-12 -1-0-0 1-0-0 1-5-5 1-5-5 2-2-0 0-8-11 1-7-0 3-3-3 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss T07 Truss Type Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760162 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:16 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-AoydaST2m9g05WCy171ppNgoAsMGDtvRaB0ExTyaN6T Scale = 1:88.5 1 2 3 4 5 6 7 8 13 12 14 15 11 16 10 17 18 9 4x6 8x8 3x6 3x8 3x6 3x4 3x6 3x4 4x6 4x6 3x4 8-6-1 8-6-1 14-8-15 6-2-14 23-3-0 8-6-1 -1-0-0 1-0-0 4-4-4 4-4-4 8-6-1 4-1-12 14-8-15 6-2-14 18-10-12 4-1-12 23-3-0 4-4-4 24-3-0 1-0-0 1-7-0 11-6-1 1-7-0 11-6-1 14.00 12 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge] Job 30_HERITAGE_AT_SPRIN~L Truss T08 Truss Type Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760163 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:17 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-f?V?ooTgXTotjgn9aqY2LaDvnGf0yJZaprmnTwyaN6S Scale = 1:92.7 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 18 19 3x6 4x6 8x8 3x6 3x6 3x8 3x6 3x4 3x6 3x6 5x8 5x6 3x6 9-7-12 9-7-12 13-7-4 3-11-7 23-3-0 9-7-12 -1-0-0 1-0-0 4-11-2 4-11-2 9-7-12 4-8-10 13-7-4 3-11-7 18-3-14 4-8-10 23-3-0 4-11-2 24-3-0 1-0-0 Job 30_HERITAGE_AT_SPRIN~L Truss T09 Truss Type Piggyback Base Qty 10 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760164 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:17 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-f?V?ooTgXTotjgn9aqY2LaDyMGhCyKxaprmnTwyaN6S Scale = 1:86.7 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 4x6 8x8 3x6 3x8 3x6 3x4 3x6 3x6 4x8 4x8 3x6 8-11-2 8-11-2 14-3-14 5-4-11 23-3-0 8-11-2 -1-0-0 1-0-0 4-6-13 4-6-13 8-11-2 4-4-5 14-3-14 5-4-11 18-8-3 4-4-5 23-3-0 4-6-13 24-3-0 1-0-0 1-7-0 12-0-0 1-7-0 12-0-0 14.00 12 Job 30_HERITAGE_AT_SPRIN~L Truss T10 Truss Type Piggyback Base Qty 2 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760165 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:18 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7B3N?8UIImwkKpML8Y3Huom76g1Rhm0k2VVL?MyaN6R Scale = 1:86.7 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 4x6 8x8 3x4 3x6 3x8 3x6 3x4 3x6 3x6 4x8 4x8 8-11-2 8-11-2 14-3-14 5-4-11 23-3-0 8-11-2 -1-0-0 1-0-0 4-6-13 4-6-13 8-11-2 4-4-5 14-3-14 5-4-11 18-8-3 4-4-5 23-3-0 4-6-13 1-7-0 12-0-0 1-7-0 12-0-0 14.00 12 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge] LOADING (psf) TCLL Job 30_HERITAGE_AT_SPRIN~L Truss T11 Truss Type Hip Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760166 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:19 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bNdlCUVw342byzxXiFaWR?IIu3QfQ7dtG9FuXoyaN6Q Scale = 1:97.8 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 24 25 8x8 6x6 4x6 6x6 3x4 5x6 5x12 5x6 5x6 4x6 4x6 4x6 5x8 4x6 4x6 5x6 5x10 MT18HS 10x10 7-7-0 7-7-0 19-3-5 11-8-5 30-11-11 11-8-5 42-8-0 11-8-5 53-11-0 11-3-0 7-7-0 7-7-0 16-4-4 8-9-4 25-1-8 8-9-4 33-10-12 8-9-4 Job 30_HERITAGE_AT_SPRIN~L Truss T12 Truss Type Roof Special Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760167 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:19 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bNdlCUVw342byzxXiFaWR?IKP3MnQ5DtG9FuXoyaN6Q Scale = 1:111.0 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 26 27 28 29 30 17 16 15 14 3x4 6x6 4x6 6x8 6x8 6x6 4x6 4x8 4x8 4x6 4x8 2x4 2x4 4x8 4x6 2x4 5x8 4x6 4x8 4x6 10x10 4x6 4x8 11-1-0 11-1-0 19-9-3 8-8-3 28-4-2 8-6-15 37-0-5 8-8-3 39-1-11 2-1-6 41-3-6 2-1-11 Job 30_HERITAGE_AT_SPRIN~L Truss T13 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760168 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:20 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-3aB8QpWYqOASa7WkGz5lzDrU1Tdb9ah0Vp_S4FyaN6P Scale = 1:108.3 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 25 26 27 28 29 8x8 6x6 4x6 6x6 6x10 6x6 3x6 4x8 4x6 4x8 4x8 4x6 4x6 4x6 4x8 2x4 6x8 4x6 10x10 4x6 4x6 6-5-8 6-5-8 12-8-8 6-3-0 24-0-10 11-4-2 35-4-13 11-4-2 42-7-11 7-2-14 Job 30_HERITAGE_AT_SPRIN~L Truss T14 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760169 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:21 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-XmlWd9XAbhIJBH5wpgc_WQOdXt_6u?2AkTk?chyaN6O Scale = 1:103.1 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 6x6 6x6 4x6 6x6 4x6 8x8 3x4 3x4 3x16 MT18HS 4x6 4x8 3x8 4x6 3x6 4x6 3x8 4x6 4x8 3x8 3x8 MT18HS 6-5-8 6-5-8 12-8-8 6-3-0 24-0-10 11-4-2 35-4-13 11-4-2 42-6-4 7-1-7 49-11-0 7-4-12 Job 30_HERITAGE_AT_SPRIN~L Truss T15 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760170 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:22 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?yJurVXpM?Q9pRg6NO7D2ewmcHNGdU1Jz7TY87yaN6N Scale = 1:112.6 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 26 27 28 4x6 6x8 4x6 6x8 4x6 3x4 4x6 2x4 2x4 5x12 4x6 4x6 4x8 4x6 2x4 6x16 4x6 3x6 4x6 4x6 5x6 10x10 4x6 6-8-8 6-8-8 13-2-8 6-6-0 Job 30_HERITAGE_AT_SPRIN~L Truss T16 Truss Type Piggyback Base Qty 3 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760171 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:22 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-?yJurVXpM?Q9pRg6NO7D2ewrQHLtdS?Jz7TY87yaN6N Scale = 1:112.6 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 28 4x6 6x8 4x6 6x8 4x8 3x4 3x6 2x4 2x4 5x12 3x8 4x6 4x8 3x6 6x10 4x6 3x6 4x6 2x4 6x6 8x10 4x6 4x6 6-8-8 6-8-8 13-2-8 6-6-0 20-7-12 Job 30_HERITAGE_AT_SPRING_M~L Truss T17 Truss Type Piggyback Base Qty 2 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760172 PROBUILD, MOORESVILLE, IN 46158 7.640 s Nov 10 2015 MiTek Industries, Inc. Tue Sep 25 13:34:43 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-FrAGdlho4iSAkWB13EujumvYpuxJE5CL48QYPHya48w Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 25 26 27 28 29 30 4x6 6x6 4x6 6x6 4x8 10x10 4x6 3x6 2x4 4x6 3x6 4x6 2x4 3x8 4x10 4x8 5x8 6x10 3x8 4x6 2x4 8x10 4x6 4x6 3-9-12 3-9-12 10-4-2 6-6-6 16-10-8 Job 30_HERITAGE_AT_SPRING_M~L Truss T17 Truss Type Piggyback Base Qty 2 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760172 PROBUILD, MOORESVILLE, IN 46158 7.640 s Nov 10 2015 MiTek Industries, Inc. Tue Sep 25 13:34:43 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-FrAGdlho4iSAkWB13EujumvYpuxJE5CL48QYPHya48w NOTES- (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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 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 30_HERITAGE_AT_SPRIN~L Truss T18 Truss Type Piggyback Base Qty 2 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760173 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:24 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-xLReGBZ3ucgt2kpVVpAh8305643f5L5cQRyfD0yaN6L Scale = 1:117.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 15 26 27 28 29 30 31 4x6 6x6 4x6 6x6 4x8 8x8 4x6 2x4 4x6 4x8 2x4 4x6 4x8 4x10 4x8 5x8 6x10 4x8 4x6 2x4 6x16 4x6 4x6 3-9-12 3-9-12 10-4-2 6-6-6 16-10-8 6-6-6 24-3-12 Job 30_HERITAGE_AT_SPRIN~L Truss T19 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760174 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:25 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-QX_0TXahfwokguOh2WhwgGYG6UM4qoKmf5iDlSyaN6K Scale = 1:117.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 29 30 31 16 15 3x6 5x12 6x6 3x6 6x6 3x6 5x8 3x6 6x10 3x4 3x4 3x6 3x6 4x6 3x8 5x12 3x6 3x6 5x12 3x8 5x8 6x16 4x8 3x6 5x6 3x6 5x12 Job 30_HERITAGE_AT_SPRIN~L Truss T20 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760175 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:26 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ukYPgtaJQEwbI2ztcDC9DU5Sauh9ZH8vtlRmHuyaN6J Scale = 1:117.4 1 2 3 4 5 6 7 8 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 14 27 28 29 30 31 8x8 8x16 4x6 8x8 4x6 6x6 4x6 6x10 2x4 2x4 4x8 4x6 6x16 4x6 4x6 4x6 4x8 4x6 5x8 3x6 6x8 4x8 1-8-7 1-8-7 12-10-0 11-1-9 16-10-8 Job 30_HERITAGE_AT_SPRIN~L Truss T21 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760176 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:27 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Mw6nuDbxBX2SvCY4AxjOlhecOI0XIiE26PBJpLyaN6I Scale = 1:124.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 18 17 29 16 15 30 31 32 3x6 8x8 8x16 4x6 8x8 4x6 6x8 4x6 10x16 MT18HS 8x10 2x4 2x4 4x6 4x6 4x6 6x16 4x8 2x4 2x4 5x8 4x6 4x6 5x8 3x6 8x8 4x6 1-7-8 1-7-8 Job 30_HERITAGE_AT_SPRIN~L Truss T21 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760176 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:27 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-Mw6nuDbxBX2SvCY4AxjOlhecOI0XIiE26PBJpLyaN6I 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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 30_HERITAGE_AT_SPRIN~L Truss T22 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760177 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:29 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IJEXJudCi9IA9WiSHMlsr6jzJ5i1md0LajgQuDyaN6G Scale = 1:124.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 30 29 28 27 26 25 24 23 22 21 20 19 31 32 18 17 16 33 34 3x6 8x8 12x12 4x6 10x10 6x6 6x8 6x6 4x6 10x16 MT18HS 2x4 2x4 8x16 4x8 8x10 8x16 4x8 2x4 4x6 4x6 4x8 4x6 5x8 3x6 8x8 4x6 6x8 1-7-8 Job 30_HERITAGE_AT_SPRIN~L Truss T22 Truss Type Piggyback Base Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760177 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:29 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IJEXJudCi9IA9WiSHMlsr6jzJ5i1md0LajgQuDyaN6G NOTES- (15-16) 13) "Semi-rigid pitchbreaks with fixed 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. 15) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 16) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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 30_HERITAGE_AT_SPRIN~L Truss T23 Truss Type Roof Special Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760178 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:30 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mVovWEdqTSQ1mfHfr3H5NKG9sV3sV3tVoNPzQgyaN6F Scale = 1:119.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 29 28 27 26 25 24 23 22 21 20 19 30 18 31 17 16 3x6 8x8 12x12 6x8 6x6 6x6 6x6 4x6 10x16 5x6 2x4 5x6 6x8 4x8 8x8 8x10 4x6 5x8 4x6 4x8 4x6 5x8 3x6 8x8 5x8 4x6 4x6 Job 30_HERITAGE_AT_SPRIN~L Truss T23 Truss Type Roof Special Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760178 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:30 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mVovWEdqTSQ1mfHfr3H5NKG9sV3sV3tVoNPzQgyaN6F NOTES- (13-14) 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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 30_HERITAGE_AT_SPRIN~L Truss T24 Truss Type Roof Special Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760179 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:31 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EhMIkaeSEmZuOpsrPnoKwXoKWvSxEXIe119Xy6yaN6E Scale = 1:112.5 1 2 3 4 5 6 7 8 9 10 11 12 13 27 26 25 24 23 22 21 20 19 18 17 16 28 29 15 30 31 14 3x6 6x10 7x16 MT18HS 8x8 6x10 3x6 6x8 3x6 10x16 MT18HS 5x6 2x4 2x4 3x16 MT18HS 8x8 5x16 MT18HS 8x10 8x8 7x16 MT18HS 2x4 5x8 3x6 4x6 4x8 3x8 4x8 6x6 1-7-8 1-7-8 3-0-7 1-4-15 4-8-4 1-7-13 Job 30_HERITAGE_AT_SPRIN~L Truss T24 Truss Type Roof Special Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760179 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:31 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-EhMIkaeSEmZuOpsrPnoKwXoKWvSxEXIe119Xy6yaN6E NOTES- (14-15) 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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 30_HERITAGE_AT_SPRIN~L Truss TG01 Truss Type Hip Girder Qty 1 Ply 3 30 Heritage at Spring Mill Job Reference (optional) I34760180 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:32 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-itvgxwf4?4hl0zR1zUJZSlLcLJrYzzSnGhu4VYyaN6D Scale = 1:29.2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 21 22 8x8 12x12 5x6 3x6 3x4 6x6 10x10 2x4 4x10 5x12 4x6 5x12 1-7-11 1-7-11 5-6-13 3-11-2 9-4-3 3-9-6 13-3-5 3-11-2 14-11-0 1-7-11 1-7-11 1-7-11 5-6-13 3-11-2 9-4-3 3-9-6 13-3-5 3-11-2 14-11-0 1-7-11 15-11-0 1-0-0 1-7-0 3-6-0 1-7-0 Job 30_HERITAGE_AT_SPRIN~L Truss TG01 Truss Type Hip Girder Qty 1 Ply 3 30 Heritage at Spring Mill Job Reference (optional) I34760180 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:32 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-itvgxwf4?4hl0zR1zUJZSlLcLJrYzzSnGhu4VYyaN6D NOTES- (14-15) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2877 lb down and 221 lb up at 0-1-12, 55 lb down and 77 lb up at 1-7-11, 62 lb down and 77 lb up at 3-5-8, 62 lb down and 77 lb up at 5-5-8, 62 lb down and 77 lb up at 7-5-8, 62 lb down and 77 lb up at 9-5-8, and 62 lb down and 77 lb up at 11-5-8, and 55 lb down and 77 lb up at 13-3-5 on top chord, and 38 lb down and 27 lb up at 1-8-7, 2582 lb down and 52 lb up at 2-0-12, 38 lb down and 27 lb up at 3-5-8, 2568 lb down and 50 lb up at 4-0-12, 38 lb down and 27 lb up at 5-5-8, 2473 lb down and 48 lb up at 6-0-12, 38 lb down and 27 lb up at 7-5-8, 2527 lb down and 72 lb up at 8-0-12, 2360 lb down and 244 lb up at 9-4-4, 38 lb down and 27 lb up at 9-5-8, 2050 lb down and 1372 lb up at 11-5-0, and 38 lb down and 27 lb up at 11-5-8, and 38 lb down and 27 lb up at 13-2-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-60, 5-6=-60, 6-7=-60, 8-13=-20 Concentrated Loads (lb) Vert: 1=-2858 2=-28(F) 5=-28(F) 12=-2601(F=-19, B=-2582) 11=-19(F) 3=-28(F) 10=-2379(F=-19, B=-2360) 4=-28(F) 9=-19(F) 14=-28(F) 15=-28(F) 16=-28(F) 17=-19(F) 18=-2568(B) 19=-2473(B) 20=-19(F) 21=-2527(B) 22=-2069(F=-19, B=-2050) 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 30_HERITAGE_AT_SPRIN~L Truss TG02 Truss Type Hip Girder Qty 1 Ply 2 30 Heritage at Spring Mill Job Reference (optional) I34760181 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:34 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fG1QMchKXhxTFHaQ4vL1YAQux6WCRwW4j?NBZRyaN6B Scale = 1:72.0 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 5x6 3x6 5x6 5x12 4x6 4x6 2x4 4x8 4x8 3x6 4x6 3x6 4x6 3x6 4x6 4x6 3x6 4x8 2-7-14 2-7-14 12-10-5 10-2-7 23-0-11 10-2-7 33-3-2 10-2-7 39-11-0 6-7-14 2-7-14 2-7-14 10-3-11 7-7-13 17-11-8 7-7-13 25-7-5 7-7-13 Job 30_HERITAGE_AT_SPRIN~L Truss TG02 Truss Type Hip Girder Qty 1 Ply 2 30 Heritage at Spring Mill Job Reference (optional) I34760181 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:34 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fG1QMchKXhxTFHaQ4vL1YAQux6WCRwW4j?NBZRyaN6B NOTES- (14-15) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=1188, 17=1359. 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 with fixed 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. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 lb down and 97 lb up at 1-11-4, 59 lb down and 108 lb up at 3-11-4, 59 lb down and 108 lb up at 5-11-4, 59 lb down and 108 lb up at 7-11-4, 59 lb down and 108 lb up at 9-11-4, 59 lb down and 108 lb up at 11-11-4, 59 lb down and 108 lb up at 13-11-4, 59 lb down and 108 lb up at 15-11-4, 59 lb down and 108 lb up at 17-11-4, 59 lb down and 108 lb up at 19-11-4, 59 lb down and 108 lb up at 21-11-4, 59 lb down and 108 lb up at 23-11-4, 59 lb down and 108 lb up at 25-11-4, 59 lb down and 108 lb up at 27-11-4, 59 lb down and 108 lb up at 29-11-4, and 59 lb down and 108 lb up at 31-11-4, and 54 lb down and 102 lb up at 33-11-4 on top chord, and 21 lb down and 33 lb up at 1-11-4, 21 lb down and 41 lb up at 3-11-4, 21 lb down and 41 lb up at 5-11-4, 21 lb down and 41 lb up at 7-11-4, 21 lb down and 41 lb up at 9-11-4, 21 lb down and 41 lb up at 11-11-4, 21 lb down and 41 lb up at 13-11-4, 21 lb down and 41 lb up at 15-11-4, 21 lb down and 41 lb up at 17-11-4, 21 lb down and 41 lb up at 19-11-4, 21 lb down and 41 lb up at 21-11-4, 21 lb down and 41 lb up at 23-11-4, 21 lb down and 41 lb up at 25-11-4, 21 lb down and 41 lb up at 27-11-4, 21 lb down and 41 lb up at 29-11-4, 21 lb down and 41 lb up at 31-11-4, and 21 lb down and 33 lb up at 33-11-4, and 96 lb down and 112 lb up at 35-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-8=-60, 8-10=-60, 17-38=-20, 38-40=-60, 40-43=-20, 43-45=-60, 45-49=-20, 49-50=-60, 10-50=-20 Concentrated Loads (lb) Vert: 14=-14(F) 5=-20(F) 12=-14(F) 18=-20(F) 19=-20(F) 20=-20(F) 21=-20(F) 22=-20(F) 23=-20(F) 24=-20(F) 25=-20(F) 26=-20(F) 27=-20(F) 28=-20(F) 29=-20(F) 30=-20(F) 31=-20(F) 32=-20(F) 33=-20(F) 34=-14(F) 35=-14(F) 36=-14(F) 37=-14(F) 39=-14(F) 41=-14(F) 42=-14(F) 44=-14(F) 46=-14(F) 47=-14(F) 48=-14(F) 51=-14(F) 52=-14(F) 53=-14(F) 54=-14(F) 55=-96(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 30_HERITAGE_AT_SPRIN~L Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760182 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:35 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7SboZyhyI?3JtR9cecsG4Nz?wWqZALpEye7k6tyaN6A Scale = 1:102.3 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 23 24 25 26 27 28 29 30 31 32 33 34 3536 37 38 8x8 6x6 4x6 8x8 8x8 4x6 5x12 3x4 3x4 5x6 3x8 5x6 6x10 4x6 4x6 4x6 6x10 5x10 MT18HS 7x16 MT18HS 2x4 5x10 MT18HS 8x16 8-6-3 8-6-3 19-0-6 10-6-2 29-6-8 10-6-2 33-10-8 4-4-0 39-11-0 6-0-8 46-7-4 6-8-4 53-7-0 6-11-12 8-6-3 Job 30_HERITAGE_AT_SPRIN~L Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760182 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:35 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-7SboZyhyI?3JtR9cecsG4Nz?wWqZALpEye7k6tyaN6A NOTES- (15-16) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 78 lb up at 39-11-12, 51 lb down and 72 lb up at 40-11-12, 51 lb down and 72 lb up at 42-11-12, 51 lb down and 72 lb up at 44-11-12, and 51 lb down and 72 lb up at 46-11-12, and 51 lb down and 72 lb up at 48-11-12 on top chord, and 9 lb down and 37 lb up at 39-9-4, 5 lb down and 50 lb up at 40-11-12, 5 lb down and 50 lb up at 42-11-12, 5 lb down and 50 lb up at 44-11-12, 5 lb down and 50 lb up at 46-11-12, 5 lb down and 50 lb up at 48-11-12, and 5 lb down and 31 lb up at 50-3-0, and 3 lb down and 19 lb up at 51-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 16) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-6=-60, 6-7=-60, 7-11=-60, 22-28=-20, 28-29=-60, 29-30=-20, 30-31=-60, 15-31=-20, 12-14=-20 Concentrated Loads (lb) Vert: 15=-3(F) 32=1(F) 33=1(F) 34=1(F) 35=1(F) 36=1(F) 37=-1(F) 38=-2(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 30_HERITAGE_AT_SPRIN~L Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760183 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:36 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bf9BnIib3IBAUakoCKNVdaVMHwKRv0hNBIsIeJyaN69 Scale = 1:25.9 1 2 3 4 7 6 5 2x4 2x4 4x6 3x4 4x8 3x6 1-9-11 1-9-11 3-4-8 1-6-13 -1-0-0 1-0-0 1-9-11 1-9-11 3-4-8 1-6-13 1-7-0 3-8-5 14.00 12 Plate Offsets (X,Y)-- [3:0-6-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss TG05 Truss Type Hip Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760184 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:36 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-bf9BnIib3IBAUakoCKNVdaVHfwIhv_5NBIsIeJyaN69 Scale = 1:34.5 1 2 3 4 7 6 5 8 9 10 11 12 4x6 4x10 4x6 3x4 4x8 3x4 4-10-14 4-10-14 5-4-2 0-5-4 10-3-0 4-10-14 4-10-14 4-10-14 5-4-2 0-5-4 10-3-0 4-10-14 1-1-0 4-4-4 1-1-0 4-4-4 8.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [2:0-2-6,0-1-15], [4:Edge,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 Job 30_HERITAGE_AT_SPRIN~L Truss TG06 Truss Type Roof Special Girder Qty 1 Ply 2 30 Heritage at Spring Mill Job Reference (optional) I34760185 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:40 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-UQOhdfl57XhczC2aRASRnQg_OXU5ra2z5wqVn4yaN65 Scale = 1:94.2 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 6x6 3x4 4x6 6x6 4x8 5x6 5x6 4x6 4x8 2x4 4x6 4x6 4x6 5x8 8x8 4x6 4x6 4x6 4x6 11-9-2 11-9-2 23-2-12 11-5-10 34-8-6 11-5-10 46-2-0 11-5-10 53-11-0 7-9-0 7-11-4 7-11-4 15-7-0 7-7-12 23-2-12 7-7-12 30-10-8 7-7-12 Job 30_HERITAGE_AT_SPRIN~L Truss TG06 Truss Type Roof Special Girder Qty 1 Ply 2 30 Heritage at Spring Mill Job Reference (optional) I34760185 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:40 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-UQOhdfl57XhczC2aRASRnQg_OXU5ra2z5wqVn4yaN65 NOTES- (12-13) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=1940, 13=1538. 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 with fixed 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) 60 lb down and 124 lb up at 0-6-12, 65 lb down and 124 lb up at 2-6-12, 65 lb down and 124 lb up at 4-6-12, 65 lb down and 124 lb up at 6-6-12, 65 lb down and 124 lb up at 8-6-12, 65 lb down and 124 lb up at 10-6-12, 65 lb down and 124 lb up at 12-6-12, 65 lb down and 124 lb up at 14-6-12, 65 lb down and 124 lb up at 16-6-12, 56 lb down and 92 lb up at 18-6-12, 56 lb down and 92 lb up at 20-6-12, 56 lb down and 92 lb up at 22-6-12, 56 lb down and 92 lb up at 24-6-12, 56 lb down and 92 lb up at 26-6-12, 56 lb down and 92 lb up at 28-6-12, 65 lb down and 124 lb up at 30-6-12, 65 lb down and 124 lb up at 32-6-12, 65 lb down and 124 lb up at 34-6-12, 65 lb down and 124 lb up at 36-6-12, 65 lb down and 124 lb up at 38-6-12, 65 lb down and 124 lb up at 40-6-12, 65 lb down and 124 lb up at 42-6-12, and 65 lb down and 124 lb up at 44-6-12, and 55 lb down and 124 lb up at 46-2-0 on top chord, and 45 lb down and 35 lb up at 0-6-12, 33 lb down and 38 lb up at 2-6-12, 33 lb down and 38 lb up at 4-6-12, 33 lb down and 38 lb up at 6-6-12, 33 lb down and 38 lb up at 8-6-12, 33 lb down and 38 lb up at 10-6-12, 33 lb down and 38 lb up at 12-6-12, 33 lb down and 38 lb up at 14-6-12, 33 lb down and 38 lb up at 16-6-12, 22 lb down at 18-6-12, 22 lb down at 20-6-12, 22 lb down at 22-6-12, 22 lb down at 24-6-12, 22 lb down at 26-6-12, 22 lb down at 28-6-12, 33 lb down and 38 lb up at 30-6-12, 33 lb down and 38 lb up at 32-6-12, 33 lb down and 38 lb up at 34-6-12, 33 lb down and 38 lb up at 36-6-12, 33 lb down and 38 lb up at 38-6-12, 33 lb down and 38 lb up at 40-6-12, 33 lb down and 38 lb up at 42-6-12, 33 lb down and 38 lb up at 44-6-12, 33 lb down and 38 lb up at 46-1-4, 33 lb down and 26 lb up at 47-10-4, and 33 lb down and 13 lb up at 49-10-4, and 117 lb down and 57 lb up at 51-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-60, 10-11=-60, 11-12=-60, 21-47=-20, 47-50=-60, 50-53=-20, 53-55=-60, 55-61=-20, 61-63=-60, 63-66=-20, 66-68=-60, 13-68=-20 Concentrated Loads (lb) Vert: 10=-39(F) 16=-22(F) 8=-39(F) 14=-22(F) 22=-56(F) 23=-39(F) 24=-39(F) 25=-39(F) 26=-39(F) 27=-39(F) 28=-39(F) 29=-39(F) 30=-39(F) 31=-31(F) 32=-31(F) 33=-31(F) 34=-31(F) 35=-31(F) 36=-31(F) 37=-39(F) 38=-39(F) 39=-39(F) 40=-39(F) 41=-39(F) 42=-39(F) 43=-39(F) 44=-28(F) 45=-22(F) 46=-22(F) 48=-22(F) 49=-22(F) 51=-22(F) 52=-22(F) 53=-22(F) 54=-22(F) 56=-8(F) 57=-8(F) 58=-8(F) 59=-8(F) 60=-8(F) 61=-8(F) 62=-22(F) 64=-22(F) 65=-22(F) 67=-22(F) 68=-22(F) 69=-22(F) 70=-22(F) 71=-22(F) 72=-21(F) 73=-117(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 30_HERITAGE_AT_SPRIN~L Truss TG07 Truss Type Half Hip Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760186 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:41 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ycy4q?mjurpTbMdm_tzgKeDAqx1faGt6Kaa3JXyaN64 Scale = 1:17.9 1 2 3 4 7 6 5 4x6 8 2x4 2x4 3x8 3x4 3x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 0-8-9 0-8-9 4-0-0 3-3-7 1-7-0 2-5-0 14.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss TG08 Truss Type Half Hip Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760187 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:41 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-ycy4q?mjurpTbMdm_tzgKeDCyx1jaGo6Kaa3JXyaN64 Scale = 1:18.1 1 2 3 4 7 6 5 8 4x6 2x4 2x4 3x8 3x4 3x6 1-4-12 1-4-12 2-9-8 1-4-12 -1-0-0 1-0-0 0-8-9 0-8-9 2-9-8 2-0-15 1-7-0 2-5-0 14.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job 30_HERITAGE_AT_SPRIN~L Truss TG09 Truss Type Half Hip Girder Qty 1 Ply 2 30 Heritage at Spring Mill Job Reference (optional) I34760188 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:42 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-QpWS1LnLe8xKCVByYaUvsrlOdLEwJfvGZEJcrzyaN63 Scale = 1:25.3 1 2 3 4 7 6 5 8 2x4 2x4 4x6 3x4 4x8 3x6 1-8-9 1-8-9 2-9-8 1-0-15 -1-0-0 1-0-0 1-8-9 1-8-9 2-9-8 1-0-15 1-7-0 3-7-0 14.00 12 Plate Offsets (X,Y)-- [3:0-6-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job 30_HERITAGE_AT_SPRIN~L Truss TG09 Truss Type Half Hip Girder Qty 1 Ply 2 30 Heritage at Spring Mill Job Reference (optional) I34760188 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:42 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-QpWS1LnLe8xKCVByYaUvsrlOdLEwJfvGZEJcrzyaN63 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-2378(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 30_HERITAGE_AT_SPRIN~L Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760189 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:42 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-QpWS1LnLe8xKCVByYaUvsrlBJLAoJWBGZEJcrzyaN63 Scale = 1:108.3 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 28 29 30 31 8x8 6x6 4x6 6x6 8x16 6x8 3x4 4x8 4x6 4x8 4x8 4x6 4x6 4x6 5x8 4x8 5x6 8x8 10x16 4x6 4x6 4x6 4x6 6-6-0 6-6-0 12-8-8 6-2-8 24-0-10 11-4-2 35-4-13 Job 30_HERITAGE_AT_SPRIN~L Truss TG10 Truss Type Piggyback Base Girder Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760189 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:42 2018 Page 2 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-QpWS1LnLe8xKCVByYaUvsrlBJLAoJWBGZEJcrzyaN63 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-7=-60, 7-9=-60, 9-10=-60, 10-13=-60, 22-23=-20, 22-24=-60, 24-25=-20, 25-26=-60, 26-27=-20, 27-28=-60, 16-28=-20, 16-29=-60, 12-29=-20 Concentrated Loads (lb) Vert: 30=-738(B) 31=-64(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 30_HERITAGE_AT_SPRIN~L Truss V01 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760190 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:43 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-u?4qFho_PS3Bqfm96I08P3IUGkgP2AUPou39OPyaN62 Scale = 1:18.1 1 2 3 4 5 8 7 6 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 9-5-12 9-5-12 1-1-6 1-1-6 9-5-12 8-4-6 0-0-4 1-3-10 14.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-5] 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) 0.33 Job 30_HERITAGE_AT_SPRIN~L Truss V02 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760191 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:43 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-u?4qFho_PS3Bqfm96I08P3ITLkfg2AZPou39OPyaN62 Scale: 3/4"=1' 1 2 3 4 5 7 6 2x4 2x4 2x4 3x6 4x6 2x4 2x4 8-4-0 8-4-0 1-1-6 1-1-6 7-10-11 6-9-5 8-4-0 0-5-6 0-0-4 1-3-10 0-9-6 1-3-10 14.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-1-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 30_HERITAGE_AT_SPRIN~L Truss V03 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760192 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:44 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-MBeCS1ocAmB2SpLLg?XNxGrjH80Qnd2Y0YojwsyaN61 Scale = 1:13.1 1 2 3 4 5 6 2x4 2x4 2x4 2x4 2x4 2x4 6-8-10 6-8-10 1-1-6 1-1-6 5-7-4 4-5-14 6-8-10 1-1-6 0-0-4 1-3-10 0-0-4 1-3-10 14.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [4:0-1-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC Job 30_HERITAGE_AT_SPRIN~L Truss V04 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760193 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:44 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-MBeCS1ocAmB2SpLLg?XNxGriR817ndNY0YojwsyaN61 Scale = 1:11.0 1 2 3 4 5 2x4 2x4 2x4 2x4 4x6 4-5-3 4-5-3 1-1-6 1-1-6 3-3-13 2-2-7 4-5-3 1-1-6 0-0-4 1-3-10 0-0-4 1-3-10 14.00 12 Plate Offsets (X,Y)-- [2:0-1-14,Edge], [3:0-1-14,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC Job 30_HERITAGE_AT_SPRIN~L Truss V05 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760194 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:44 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-MBeCS1ocAmB2SpLLg?XNxGrkh83indUY0YojwsyaN61 Scale = 1:10.9 1 2 3 2x4 2x4 2x4 2-1-12 2-1-12 1-0-14 1-0-14 2-1-12 1-0-14 0-0-4 1-3-0 0-0-4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,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) 0.03 0.06 0.00 Job 30_HERITAGE_AT_SPRIN~L Truss V06 Truss Type Valley Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760195 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:45 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qOCagNpEx3Jv4zwXDj2cUUNvUYOfW4kiFCYGSIyaN60 Scale = 1:11.6 1 2 3 2x4 2x4 2x4 1-2-0 1-2-0 0-0-4 1-4-5 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.02 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 30_HERITAGE_AT_SPRIN~L Truss V07 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760196 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:45 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qOCagNpEx3Jv4zwXDj2cUUNtqYNeW4kiFCYGSIyaN60 Scale = 1:19.9 1 2 3 2x4 2x4 2x4 2-3-11 2-3-11 0-0-4 2-8-5 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 30_HERITAGE_AT_SPRIN~L Truss V08 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760197 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:45 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-qOCagNpEx3Jv4zwXDj2cUUNt4YKDW1GiFCYGSIyaN60 Scale = 1:89.9 1 2 3 4 5 6 12 11 10 9 8 7 2x4 2x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 16-7-13 16-7-13 7-4-8 7-4-8 16-7-13 9-3-5 2-2-10 10-9-14 0-0-4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 30_HERITAGE_AT_SPRIN~L Truss V09 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760198 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:46 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IamztiqsiNRmh7VjnQZr1hw1SyihFVJrUsHq_kyaN6? Scale = 1:75.2 1 2 3 4 5 9 8 7 6 3x8 4x6 3x4 2x4 2x4 2x4 2x4 2x4 15-6-2 15-6-2 7-4-8 7-4-8 15-6-2 8-1-10 0-10-10 9-5-14 0-0-4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14], [5:0-0-11,0-1-8] 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. Job 30_HERITAGE_AT_SPRIN~L Truss V10 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760199 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:46 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-IamztiqsiNRmh7VjnQZr1hw2lyidFVOrUsHq_kyaN6? Scale = 1:65.1 1 2 3 4 5 8 9 7 6 10 3x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 13-11-13 13-11-13 6-11-15 6-11-15 13-11-13 6-11-15 0-0-4 8-1-14 0-0-4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. Job 30_HERITAGE_AT_SPRIN~L Truss V11 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760200 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:47 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mmJL52rUThacJH4wL844ZvTAWM2C_yD?iW1NXAyaN6_ Scale = 1:54.9 1 2 3 4 5 8 9 7 10 6 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 11-8-6 11-8-6 5-10-3 5-10-3 11-8-6 5-10-3 0-0-4 6-9-14 0-0-4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC Job 30_HERITAGE_AT_SPRIN~L Truss V12 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760201 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:47 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-mmJL52rUThacJH4wL844ZvTDgM0i_zk?iW1NXAyaN6_ Scale = 1:46.7 1 2 3 3x4 4 4x6 3x4 2x4 9-4-15 9-4-15 4-8-8 4-8-8 9-4-15 4-8-8 0-0-4 5-5-14 0-0-4 14.00 12 Plate Offsets (X,Y)-- [1:0-0-15,0-1-8], [2:Edge,0-1-14], [3:0-0-11,0-1-8] 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) 0.17 0.30 Job 30_HERITAGE_AT_SPRIN~L Truss V13 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760202 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:48 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-FytjIOr6E_iTxQf6vrbJ66?LIlN_jRk8xAmw2dyaN5z Scale = 1:35.7 1 2 3 2x4 4 3x4 2x4 2x4 7-1-8 7-1-8 3-6-12 3-6-12 7-1-8 3-6-12 0-0-4 4-1-14 0-0-4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.23 0.05 Job 30_HERITAGE_AT_SPRIN~L Truss V14 Truss Type Valley Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760203 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:48 2018 Page 1 ID:J9oFh4xEpNbnUwFGwgVR0PypXDY-FytjIOr6E_iTxQf6vrbJ66?OblP0jRC8xAmw2dyaN5z Scale = 1:20.3 1 2 3 4 2x4 3x4 2x4 2x4 0-0-3 0-0-3 4-10-2 4-9-14 2-5-1 2-5-1 4-10-2 2-5-1 0-0-4 2-9-14 0-0-4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 Job 30_HERITAGE_AT_SPRIN~L Truss V15 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760204 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:48 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-FytjIOr6E_iTxQf6vrbJ66?QUlP8jRT8xAmw2dyaN5z Scale = 1:12.4 1 2 3 2x4 2x4 2x4 2-6-11 2-6-11 1-3-5 1-3-5 2-6-11 1-3-5 0-0-4 1-5-14 0-0-4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,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) 0.04 0.09 0.00 Job 30_HERITAGE_AT_SPRIN~L Truss V16 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760205 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:49 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-j9R5Vksl?IqKYaEISZ6YeKYYY9kXSs2IAqWUa3yaN5y Scale = 1:73.2 1 2 3 4 5 3x4 9 8 7 6 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 12-2-14 12-2-14 7-4-14 7-4-14 12-2-14 4-10-0 0-0-4 8-7-11 3-0-0 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC Job 30_HERITAGE_AT_SPRIN~L Truss V17 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760206 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:49 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-j9R5Vksl?IqKYaEISZ6YeKYYa9kYSoHIAqWUa3yaN5y Scale = 1:70.8 1 2 3 4 5 9 11 8 7 10 6 3x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-11-15 11-11-15 7-1-15 7-1-15 11-11-15 4-10-0 0-0-4 8-4-4 2-8-9 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. Job 30_HERITAGE_AT_SPRIN~L Truss V18 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760207 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:50 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-BL?Tj4tNmcyBAkpV0GenBX5g_Z4?BIRRPUF16VyaN5x Scale = 1:59.7 1 2 3 4 5 9 10 8 11 7 6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-10-3 10-10-3 6-0-3 6-0-3 10-10-3 4-10-0 0-0-4 7-0-4 1-4-9 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC Job 30_HERITAGE_AT_SPRIN~L Truss V19 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760208 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:50 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-BL?Tj4tNmcyBAkpV0GenBX5kiZ23BKIRPUF16VyaN5x Scale: 1/4"=1' 1 2 3 5x6 4 4x6 5x6 2x4 9-8-8 9-8-8 4-10-8 4-10-8 9-8-8 4-10-0 0-0-4 5-8-4 0-0-4 14.00 12 Plate Offsets (X,Y)-- [1:0-1-13,Edge], [2:Edge,0-1-14], [3:0-2-7,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.32 Job 30_HERITAGE_AT_SPRIN~L Truss V20 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760209 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:50 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-BL?Tj4tNmcyBAkpV0GenBX5gBZ35BL8RPUF16VyaN5x Scale = 1:37.2 1 2 3 2x4 4 3x4 2x4 2x4 7-5-8 7-5-8 3-8-12 3-8-12 7-5-8 3-8-12 0-0-4 4-4-4 0-0-4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.25 0.05 Job 30_HERITAGE_AT_SPRIN~L Truss V21 Truss Type GABLE Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760210 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:51 2018 Page 1 ID:5Bc4kaRgBJ2IOdYeSif7eHzXLxn-fXZswQu?Xv42ouNhaz90kldvQzL6woDad8?bfyyaN5w Scale = 1:26.0 1 2 3 2x4 2x4 2x4 5-2-2 5-2-2 2-7-1 2-7-1 5-2-2 2-7-1 0-0-4 3-0-4 0-0-4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,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) 0.19 0.46 0.00 Job 30_HERITAGE_AT_SPRIN~L Truss V22 Truss Type Valley Qty 1 Ply 1 30 Heritage at Spring Mill Job Reference (optional) I34760211 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Sep 24 16:00:51 2018 Page 1 ID:7hQiizTxJF7QGjZw39x6Q3yaPa0-fXZswQu?Xv42ouNhaz90kldxWzRMwoDad8?bfyyaN5w Scale = 1:13.5 1 2 3 2x4 2x4 2x4 0-0-3 0-0-3 2-10-11 2-10-7 1-5-5 1-5-5 2-10-11 1-5-5 0-0-4 1-8-4 0-0-4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,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) 0.05 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. 0.12 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 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=97/2-10-4, 3=97/2-10-4 Max Horz 1=35(LC 5) Max Uplift1=-4(LC 7), 3=-4(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-2 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=189/5-2-2, 3=189/5-2-2 Max Horz 1=-67(LC 4) Max Uplift1=-7(LC 7), 3=-7(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=174/7-5-8, 3=174/7-5-8, 4=212/7-5-8 Max Horz 1=-99(LC 4) Max Uplift1=-33(LC 7), 3=-27(LC 6) Max Grav 1=174(LC 1), 3=174(LC 1), 4=217(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.11 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 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=223/9-8-12, 3=223/9-8-12, 4=288/9-8-12 Max Horz 1=-130(LC 4) Max Uplift1=-29(LC 7), 3=-21(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 BC WB (Matrix) 0.42 0.13 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 35 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-10-3. (lb) - Max Horz 1=176(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-133(LC 4), 6=-144(LC 11), 9=-190(LC 6), 7=-287(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=444(LC 1), 9=332(LC 10), 7=404(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-238/259, 4-7=-280/322 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 8 except (jt=lb) 1=133 , 6=144, 9=190, 7=287. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 TC BC WB (Matrix) 0.21 0.15 0.41 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: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-11-15. (lb) - Max Horz 1=221(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-157(LC 4), 6=-159(LC 11), 9=-202(LC 6), 7=-237(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=471(LC 1), 9=387(LC 10), 7=450(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-277/257 WEBS 3-8=-269/110, 2-9=-242/254, 4-7=-264/271 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 8 except (jt=lb) 1=157 , 6=159, 9=202, 7=237. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 BC WB (Matrix) 0.21 0.15 0.17 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: 49 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 REACTIONS. All bearings 12-2-14. (lb) - Max Horz 1=231(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 8 except 1=-158(LC 4), 6=-162(LC 11), 9=-209(LC 6), 7=-233(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=473(LC 1), 9=415(LC 10), 7=469(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-285/265 WEBS 3-8=-279/116, 2-9=-247/258, 4-7=-264/264 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 8 except (jt=lb) 1=158 , 6=162, 9=209, 7=233. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 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 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=84/2-6-11, 3=84/2-6-11 Max Horz 1=-30(LC 4) Max Uplift1=-3(LC 7), 3=-3(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.10 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/4-9-11, 3=109/4-9-11, 4=133/4-9-11 Max Horz 1=-62(LC 4) Max Uplift1=-21(LC 7), 3=-17(LC 6) Max Grav 1=109(LC 1), 3=109(LC 1), 4=136(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 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: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=166/7-1-8, 3=166/7-1-8, 4=202/7-1-8 Max Horz 1=-95(LC 4) Max Uplift1=-31(LC 7), 3=-26(LC 6) Max Grav 1=166(LC 1), 3=166(LC 1), 4=206(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.10 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: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=215/9-4-15, 3=215/9-4-15, 4=277/9-4-15 Max Horz 1=-125(LC 4) Max Uplift1=-28(LC 7), 3=-21(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 BC WB (Matrix) 0.37 0.14 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: 35 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-8-6. (lb) - Max Horz 1=158(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-190(LC 6), 6=-190(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=361(LC 1), 8=326(LC 10), 6=326(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-241/258, 4-6=-241/258 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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, 5 except (jt=lb) 8=190, 6=190. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 TC BC WB (Matrix) 0.18 0.16 0.17 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 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-11-13. (lb) - Max Horz 1=189(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-199(LC 6), 6=-199(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=371(LC 1), 8=381(LC 10), 6=381(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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, 5 except (jt=lb) 8=199, 6=199. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 TC BC WB (Matrix) 0.20 0.16 0.17 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: 59 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS. All bearings 15-6-2. (lb) - Max Horz 9=-229(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 9, 5 except 8=-239(LC 6), 6=-230(LC 7) Max Grav All reactions 250 lb or less at joint(s) 9, 5 except 7=382(LC 1), 8=413(LC 10), 6=446(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-255/267, 4-6=-268/263 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 9, 5 except (jt=lb) 8=239, 6=230. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.30 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 3-9: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9 REACTIONS. All bearings 16-7-13. (lb) - Max Horz 12=-277(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 12, 9 except 6=-272(LC 5), 11=-218(LC 6), 8=-216(LC 7), 7=-163(LC 7) Max Grav All reactions 250 lb or less at joint(s) 12 except 6=309(LC 4), 9=494(LC 6), 11=414(LC 10), 8=427(LC 11), 7=251(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-113/348, 3-4=-146/358, 4-5=-309/342, 5-6=-410/351 BOT CHORD 11-12=-221/257, 10-11=-221/257, 9-10=-221/257, 8-9=-221/257, 7-8=-221/257, 6-7=-220/256 WEBS 3-9=-445/125, 2-11=-257/260, 4-8=-266/265 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 12, 9 except (jt=lb) 6=272, 11=218, 8=216, 7=163. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=79/2-3-11, 3=79/2-3-11 Max Horz 1=69(LC 5) Max Uplift1=-3(LC 4), 3=-34(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=33/1-1-12, 3=33/1-1-12 Max Horz 1=29(LC 5) Max Uplift1=-1(LC 4), 3=-14(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 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: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=68/2-1-12, 3=68/2-1-12 Max Horz 1=-24(LC 4) Max Uplift1=-3(LC 7), 3=-3(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 WB (Matrix) 0.17 0.16 0.01 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: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except 2-0-0 oc purlins: 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=143/4-5-3, 4=104/4-5-3, 5=72/4-5-3 Max Horz 1=-27(LC 4) Max Uplift1=-19(LC 5), 4=-44(LC 5) Max Grav 1=143(LC 1), 4=104(LC 1), 5=136(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 BC WB (Matrix) 0.12 0.21 0.03 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: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=132/6-8-10, 5=132/6-8-10, 6=237/6-8-10 Max Horz 1=-27(LC 4) Max Uplift1=-12(LC 5), 5=-12(LC 4), 6=-18(LC 5) Max Grav 1=132(LC 1), 5=132(LC 1), 6=238(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 CSI. TC BC WB (Matrix) 0.39 0.30 0.04 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: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=135/8-4-0, 6=167/8-4-0, 7=335/8-4-0 Max Horz 1=32(LC 5) Max Uplift1=-10(LC 5), 6=-23(LC 5), 7=-42(LC 5) Max Grav 1=135(LC 1), 6=167(LC 1), 7=335(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 7. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.19 0.05 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: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 9-5-12. (lb) - Max Horz 1=33(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 7=357(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-268/127 NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) 6, 7, 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 with fixed 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. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 11-4-2 46-1-11 10-8-14 48-3-6 2-1-11 53-11-0 5-7-10 6-6-0 6-6-0 12-8-8 6-2-8 20-3-4 7-6-12 27-10-1 7-6-12 35-4-13 7-6-12 40-9-4 5-4-7 46-1-11 5-4-7 48-3-6 2-1-11 53-11-0 5-7-10 54-11-0 1-0-0 3-6-5 4-10-1 12-0-0 1-1-0 12-0-0 8.00 12 Plate Offsets (X,Y)-- [10:0-4-0,0-2-13], [12:0-0-0,0-3-10], [14:0-3-8,0-4-0], [22:0-3-8,0-2-0] 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) 0.85 0.86 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.63 0.14 (loc) 15-17 15-17 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 391 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E *Except* 19-20: 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-22,9-14,1-23: 2x4 SPF-S Stud SLIDER Right 2x10 SP No.1 3-5-2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-5 max.): 3-7, 9-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-22, 6-18, 6-17, 8-17, 9-14, 1-23 2 Rows at 1/3 pts 4-21 REACTIONS. (lb/size) 23=2683/0-3-8 (req. 0-4-3), 12=3398/0-3-8 (req. 0-5-5) Max Horz 23=-307(LC 3) Max Uplift23=-36(LC 5), 12=-243(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2647/96, 2-3=-2975/167, 3-4=-2397/163, 4-5=-3327/175, 5-6=-3327/175, 6-7=-3113/198, 7-8=-3817/210, 8-9=-5681/333, 9-10=-3796/251, 10-11=-4628/254, 11-12=-4724/230, 1-23=-2612/70 BOT CHORD 22-23=-233/289, 22-24=-225/2125, 21-24=-225/2125, 21-25=-224/3114, 20-25=-224/3114, 19-20=-224/3114, 19-26=-224/3114, 18-26=-224/3114, 18-27=-176/3354, 27-28=-176/3354, 17-28=-176/3354, 16-17=-23/3670, 16-29=-23/3670, 15-29=-23/3670, 14-15=-66/4658, 14-30=-110/3712, 30-31=-110/3712, 12-31=-110/3712 WEBS 2-22=-885/64, 2-21=-156/521, 3-21=0/1203, 4-21=-1404/251, 4-18=-11/744, 6-17=-607/262, 7-17=-24/1706, 8-17=-1014/238, 8-15=-181/1808, 9-15=-1374/327, 9-14=-2072/22, 10-14=-66/2507, 1-22=0/2333 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) WARNING: Required bearing size at joint(s) 23, 12 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23 except (jt=lb) 12=243. 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 with fixed 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) 738 lb down and 99 lb up at 50-0-8, and 64 lb down and 58 lb up at 51-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Continued on page 2 SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE 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. September 25,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.59 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=758/Mechanical, 7=1889/0-3-8 Max Horz 7=112(LC 4) Max Uplift5=-87(LC 4), 7=-68(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-345/51, 2-7=-503/43 WEBS 3-6=-64/956, 3-5=-814/74 NOTES- (13-14) 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 0-3-0 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; cantilever left and right exposed ; end vertical left and 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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 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 with fixed 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. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2378 lb down and 70 lb up at 0-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 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. September 25,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.01 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=84/Mechanical, 7=183/0-3-8 Max Horz 7=78(LC 4) Max Uplift5=-45(LC 4), 7=-44(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 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 with fixed 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 26 lb up at 0-8-9 on top chord, and 3 lb down and 16 lb up at 0-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=2(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. September 25,2018 CSI. TC BC WB (Matrix) 0.19 0.02 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=137/Mechanical, 7=227/0-3-8 Max Horz 7=78(LC 4) Max Uplift5=-44(LC 4), 7=-44(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 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 with fixed 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 44 lb down and 26 lb up at 2-0-12 on top chord, and 3 lb down and 16 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=2(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. September 25,2018 38-6-4 7-7-12 46-2-0 7-7-12 53-11-0 7-9-0 54-11-0 1-0-0 6-3-0 1-1-0 6-3-0 8.00 12 Plate Offsets (X,Y)-- [13:0-3-0,0-6-12], [21:0-2-12,0-4-8] 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) 0.37 0.87 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.44 -0.71 0.17 (loc) 16-18 16-18 13 l/defl >999 >900 n/a L/d 240 180 n/a PLATES MT20 Weight: 580 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 2-21,4-18,7-18,8-14: 2x4 SPF No.2, 11-13: 2x6 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 (5-8-9 max.): 1-10. BOT CHORD Structural wood sheathing directly applied or 7-11-14 oc bracing. WEBS 1 Row at midpt 2-21 REACTIONS. (lb/size) 21=3235/0-3-8, 13=3182/0-3-8 Max Horz 21=-185(LC 3) Max Uplift21=-1940(LC 4), 13=-1538(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-290/281, 2-26=-5082/2881, 26-27=-5082/2881, 27-28=-5082/2881, 3-28=-5082/2881, 3-29=-5082/2881, 4-29=-5082/2881, 4-30=-7234/3963, 30-31=-7234/3963, 31-32=-7234/3963, 32-33=-7234/3963, 5-33=-7234/3963, 5-34=-7234/3963, 34-35=-7234/3963, 6-35=-7234/3963, 6-36=-7234/3963, 36-37=-7234/3963, 7-37=-7234/3963, 7-38=-6764/3765, 38-39=-6764/3765, 39-40=-6764/3765, 8-40=-6764/3765, 8-41=-3642/2009, 41-42=-3642/2009, 9-42=-3642/2009, 9-43=-3642/2009, 10-43=-3644/2010, 10-11=-4481/2367, 11-13=-3002/1517 BOT CHORD 21-44=-2254/3720, 44-45=-2254/3720, 45-46=-2254/3720, 46-47=-2254/3720, 47-48=-2254/3720, 48-49=-2254/3720, 49-50=-2254/3720, 50-51=-2254/3720, 20-51=-2254/3720, 20-52=-3486/6056, 52-53=-3486/6056, 19-53=-3486/6056, 19-54=-3486/6056, 54-55=-3486/6056, 55-56=-3486/6056, 56-57=-3486/6056, 57-58=-3486/6056, 18-58=-3486/6056, 18-59=-4073/7181, 17-59=-4073/7181, 17-60=-4073/7181, 60-61=-4073/7181, 61-62=-4073/7181, 62-63=-4073/7181, 63-64=-4073/7181, 16-64=-4073/7181, 16-65=-3446/5987, 65-66=-3446/5987, 15-66=-3446/5987, 15-67=-3446/5987, 67-68=-3446/5987, 68-69=-3446/5987, 69-70=-3446/5987, 14-70=-3446/5987, 14-71=-467/1070, 71-72=-467/1070, 72-73=-467/1070, 13-73=-467/1070 WEBS 2-21=-4597/2703, 2-20=-1163/2473, 4-20=-1768/1075, 4-18=-628/1477, 5-18=-576/446, 7-16=-758/535, 8-16=-605/1410, 8-14=-2962/1861, 10-14=-1025/1925, 11-14=-1680/2535 NOTES- (12-13) 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 Continued fit between on page the bottom 2 chord and any other members, with BCDL = 10.0psf. PROVIDE CONNECTION OF TRUSS TO BEARING PLATE AT JOINT 21,13 CAPABLE OF WITHSTANDING 1940, 1538 LBS UPLIFT REACTION DUE TO GRAVITY LOADING APPLIED TO THE TRUSS. IT IS THE RESPONSIBILITY OF THE PROJECT ARCHITECT/ENGINEER TO DESIGN THE CONNECTION OF THE TRUSS TO THE BEARING PLATE, PROVIDE AND DESIGN CONNECTION SYSTEM FOR A CONTINUOUS LOAD PATH FROM THE TRUSS TO THE FOUNDATION, AND DESIGN FOOTING/FOUNDATION TO RESIST SUCH UPLIFT. FAILURE TO DO SO WILL VOID THIS CONSTRUCTION. 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. September 25,2018 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.13 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 46 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=466/0-3-8, 5=482/0-3-8 Max Horz 7=-101(LC 3) Max Uplift7=-116(LC 5), 5=-109(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-475/204, 2-3=-328/194, 3-4=-473/206, 1-7=-390/151, 4-5=-393/149 WEBS 3-6=0/307 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=116, 5=109. 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 with fixed 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 105 lb up at 4-10-14, and 77 lb down and 105 lb up at 5-4-2 on top chord, and 50 lb down at 1-6-12, 50 lb down at 3-6-12, 11 lb down and 63 lb up at 4-10-14, 11 lb down and 63 lb up at 5-4-2, 50 lb down at 5-6-12, and 50 lb down at 7-6-12, and 59 lb down at 9-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-6(B) 8=-28(F) 9=-28(F) 10=-28(F) 11=-28(F) 12=-33(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. September 25,2018 CSI. TC BC WB (Matrix) 0.12 0.02 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=116/Mechanical, 7=209/0-3-8 Max Horz 7=116(LC 4) Max Uplift5=-99(LC 4), 7=-45(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 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 with fixed 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 lb down and 64 lb up at 1-9-12 on top chord, and 16 lb down and 16 lb up at 1-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-8(F) 3=-2(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. September 25,2018 8-6-3 15-6-5 7-0-2 22-6-6 7-0-2 29-6-8 7-0-2 33-10-8 4-4-0 39-11-0 6-0-8 46-7-4 6-8-4 53-7-0 6-11-12 2-3-14 5-1-5 8-0-0 4-1-5 1-0-0 8-0-0 8.00 12 Plate Offsets (X,Y)-- [6:0-4-0,0-2-13], [7:0-5-4,0-4-0], [14:0-8-8,0-5-12], [16:0-2-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.86 0.70 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.49 -1.10 0.19 (loc) 16 16 12 l/defl >999 >582 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 342 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E *Except* 8-15: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 2-21,3-21,5-17,6-17,1-22,1-21: 2x4 SPF No.2 14-16,8-13,11-13: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, except end verticals, and 2-0-0 oc purlins (2-3-6 max.): 2-6, 7-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 9-3-13 oc bracing: 16-17 7-7-1 oc bracing: 13-14. WEBS 1 Row at midpt 11-12, 3-21, 5-19, 5-17, 8-13 2 Rows at 1/3 pts 7-17 REACTIONS. (lb/size) 12=2267/0-3-8 (req. 0-3-9), 22=2380/Mechanical Max Horz 22=215(LC 4) Max Uplift12=-766(LC 4), 22=-229(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2956/371, 2-3=-2364/347, 3-4=-3999/593, 4-5=-3999/593, 5-6=-4227/696, 6-7=-5060/838, 7-8=-6818/1793, 8-23=-3813/1256, 23-24=-3813/1256, 9-24=-3813/1256, 9-25=-3813/1256, 10-25=-3813/1256, 10-26=-3813/1256, 26-27=-3813/1256, 11-27=-3813/1256, 11-12=-2202/758, 1-22=-2312/268 BOT CHORD 21-28=-625/3575, 20-28=-625/3575, 20-29=-625/3575, 19-29=-625/3575, 19-30=-745/4203, 18-30=-745/4203, 18-31=-745/4203, 17-31=-745/4203, 16-17=-1248/6234, 15-16=-103/527, 8-14=-15/1281, 14-32=-1875/6877, 32-33=-1874/6877, 33-34=-1872/6875, 13-34=-1872/6874 WEBS 2-21=-121/1171, 3-21=-1859/402, 3-19=-113/1030, 5-19=-510/257, 6-17=-407/2406, 7-17=-2955/716, 7-16=-1300/316, 14-16=-1162/5799, 7-14=-702/726, 8-13=-3469/637, 10-13=-454/348, 11-13=-1442/4293, 1-21=-248/2265 NOTES- (15-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=766, 22=229. 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 with fixed 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. 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. September 25,2018 33-3-2 7-7-13 39-11-0 6-7-14 3-9-0 5-6-4 1-1-0 5-6-4 8.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-2-4], [8:0-4-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.52 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.25 -0.33 0.08 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 375 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-16,6-11: 2x4 SPF No.2 SLIDER Right 2x6 SPF No.2 4-1-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-6 max.): 2-8. BOT CHORD Structural wood sheathing directly applied or 9-7-3 oc bracing. REACTIONS. (lb/size) 10=2058/0-3-8, 17=2070/Mechanical Max Horz 17=-161(LC 11) Max Uplift10=-1188(LC 3), 17=-1359(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1296/887, 2-18=-1208/849, 2-19=-1073/769, 19-20=-1072/769, 20-21=-1072/768, 21-22=-1072/768, 3-22=-1072/768, 3-23=-3610/2462, 23-24=-3610/2462, 24-25=-3610/2462, 4-25=-3610/2462, 4-5=-3610/2462, 5-26=-4050/2755, 26-27=-4050/2755, 27-28=-4050/2755, 6-28=-4050/2755, 6-29=-2344/1567, 29-30=-2344/1567, 30-31=-2344/1567, 7-31=-2344/1567, 7-32=-2344/1568, 8-32=-2345/1568, 8-33=-2749/1835, 9-33=-2874/1876, 9-10=-2997/1853, 1-17=-2112/1383 BOT CHORD 16-35=-2250/3181, 35-36=-2250/3181, 36-37=-2250/3181, 37-38=-2250/3181, 38-39=-2250/3181, 39-40=-2250/3181, 40-41=-2250/3181, 15-41=-2250/3181, 15-42=-2841/4084, 14-42=-2841/4084, 14-43=-2841/4084, 43-44=-2841/4084, 44-45=-2841/4084, 45-46=-2841/4084, 46-47=-2841/4084, 13-47=-2841/4084, 13-48=-2618/3835, 48-49=-2618/3835, 12-49=-2618/3835, 12-50=-2618/3835, 50-51=-2618/3835, 51-52=-2618/3835, 52-53=-2618/3835, 11-53=-2618/3835, 11-54=-1445/2308, 54-55=-1445/2308, 10-55=-1445/2308 WEBS 2-16=-173/391, 3-16=-2560/1831, 3-15=-538/969, 5-15=-675/558, 6-13=-244/515, 6-11=-1855/1395, 8-11=-794/1268, 1-16=-1188/1731 NOTES- (14-15) 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 0-9-0 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 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. September 25,2018 3-6-0 14.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [2:0-9-0,0-1-12], [5:0-2-11,Edge], [6:0-2-8,0-1-8] 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) 0.37 0.47 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.18 0.03 (loc) 10-11 10-11 8 l/defl >999 >974 n/a L/d 240 180 n/a PLATES MT20 Weight: 266 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-12,3-11,4-10,5-9: 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.): 2-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=11753/0-3-8 (req. 0-6-2), 8=7232/0-3-8 (req. 0-3-13) Max Horz 13=-108(LC 3) Max Uplift13=-1114(LC 3), 8=-1648(LC 6) Max Grav 13=11754(LC 9), 8=7232(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7231/762, 2-14=-11012/1309, 3-14=-11011/1309, 3-15=-11010/1310, 4-15=-11010/1310, 4-16=-4014/1076, 5-16=-4015/1077, 5-6=-5913/1561, 1-13=-11978/1149, 6-8=-7598/1972 BOT CHORD 12-17=-512/4647, 17-18=-512/4647, 11-18=-512/4647, 11-19=-1879/10857, 19-20=-1879/10857, 20-21=-1879/10857, 10-21=-1879/10857, 10-22=-1879/10857, 9-22=-1879/10857 WEBS 2-11=-1057/8095, 4-11=-211/755, 4-10=-954/5291, 4-9=-8881/1071, 5-9=-1042/4221, 1-12=-617/5760, 6-9=-1292/4847 NOTES- (14-15) 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: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 13, 8 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1114, 8=1648. 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 with fixed 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. Continued on page 2 SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE 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. September 25,2018 9-7-10 4-11-6 15-0-0 5-4-6 23-3-10 8-3-10 27-7-10 4-4-0 35-10-10 8-3-0 44-1-11 8-3-0 54-11-0 10-9-5 1-7-8 1-7-8 3-0-7 1-4-15 6-4-0 3-3-10 9-7-10 3-3-10 15-0-0 5-4-6 23-3-10 8-3-10 27-7-10 4-4-0 35-10-10 8-3-0 44-1-11 8-3-0 49-5-1 5-3-7 54-11-0 5-5-15 2-3-10 6-8-7 9-7-1 2-3-14 0-1-0 1-0-0 9-6-1 8.00 12 9.75 12 Plate Offsets (X,Y)-- [5:0-4-0,0-2-13], [6:0-2-8,0-2-8], [8:1-1-12,0-2-0], [11:0-5-12,0-2-0], [15:0-2-8,0-1-8], [19:0-2-8,Edge], [20:0-2-8,0-2-8], [22:0-5-8,0-6-8], [26:0-8-9,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.82 0.75 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.52 -1.27 0.45 (loc) 17-19 20-21 14 l/defl >999 >515 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 298 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* 1-3: 2x4 SP 2400F 2.0E, 8-10,10-11: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 26-27: 2x6 SPF No.2, 22-26: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 1-27,2-26,3-25,6-23,7-19,13-14: 2x4 SPF-S Stud 1-26,20-22: 2x4 SPF 2100F 1.8E, 8-17,11-17,12-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins, except end verticals, and 2-0-0 oc purlins (2-3-7 max.): 1-3, 5-7, 8-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 26-27. WEBS 1 Row at midpt 6-23, 7-22, 8-17, 9-17, 12-14 2 Rows at 1/3 pts 7-19 REACTIONS. (lb/size) 27=2330/0-3-8 (req. 0-3-10), 14=2547/Mechanical Max Horz 27=235(LC 5) Max Uplift27=-117(LC 6), 14=-60(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-2208/174, 1-2=-4086/319, 2-3=-4086/319, 3-4=-6005/477, 4-5=-4403/399, 5-6=-3679/357, 6-7=-5310/506, 7-8=-4533/461, 8-9=-3436/395, 9-10=-3435/396, 10-11=-3439/396, 11-12=-3047/319, 12-13=-251/75 BOT CHORD 26-27=-263/268, 25-26=-451/6313, 24-25=-465/6474, 23-24=-288/4363, 22-23=-337/5324, 19-20=-320/5242, 18-19=-158/3736, 18-28=-158/3736, 17-28=-158/3736, 16-17=-43/2449, 16-29=-43/2449, 15-29=-43/2449, 15-30=-117/2177, 30-31=-117/2177, 14-31=-117/2177 WEBS 6-22=0/1146, 1-26=-331/4573, 3-26=-2676/214, 3-25=-945/83, 5-23=-150/2154, 6-23=-2274/230, 20-22=-320/5269, 7-20=-743/141, 7-19=-2642/281, 8-19=-160/2432, 8-17=-502/80, 9-17=-509/229, 11-17=-170/1531, 12-15=-94/505, 12-14=-2963/234, 4-23=-958/143, 4-24=-66/1358, 3-24=-1605/163 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 27 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 27 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14 except (jt=lb) 27=117. 11) 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. Continued 12) "Semi-on rigid page pitchbreaks 2 with fixed 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. September 25,2018 0-11-8 0-11-8 1-7-8 0-8-0 3-0-7 1-4-15 5-6-12 2-6-5 13-1-10 7-6-14 15-0-0 1-10-6 26-9-10 11-9-10 31-1-10 4-4-0 40-7-11 9-6-1 47-8-1 7-0-7 54-11-0 7-2-15 0-11-8 0-11-8 1-7-8 0-8-0 3-0-7 1-4-15 4-3-9 1-3-2 8-1-0 3-9-7 13-1-10 5-0-10 15-0-0 1-10-6 20-10-13 5-10-13 26-9-10 5-10-13 31-1-10 4-4-0 35-10-10 4-9-0 40-7-11 4-9-0 47-8-1 7-0-7 54-11-0 7-2-15 2-3-10 9-0-7 11-11-1 2-3-14 0-1-0 1-0-0 11-10-1 8.00 12 9.75 12 Plate Offsets (X,Y)-- [3:0-5-8,Edge], [6:0-4-0,0-2-13], [7:0-2-8,0-2-8], [17:0-2-8,0-2-8], [22:0-3-4,0-3-12], [24:0-6-8,0-4-4], [28:0-8-0,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.82 0.93 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -1.03 0.39 (loc) 22-23 22-23 16 l/defl >999 >636 n/a L/d 240 180 n/a PLATES MT20 Weight: 376 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* 1-3,3-6: 2x6 SP 2400F 2.0E BOT CHORD 2x6 SPF No.2 *Except* 24-28: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 1-29,15-16: 2x4 SPF-S Stud 22-24,9-20,10-20,11-20,11-18,12-18: 2x4 SPF No.2 1-28: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-1 max.): 1-3, 6-9, 10-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 28-29 2-2-0 oc bracing: 20-22. WEBS 1 Row at midpt 7-25, 8-24, 9-22, 9-20, 11-18, 13-18 REACTIONS. (lb/size) 29=2336/0-3-8 (req. 0-3-11), 16=2493/Mechanical Max Horz 29=287(LC 5) Max Uplift16=-36(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-29=-2219/166, 1-2=-4212/315, 2-3=-5985/448, 3-4=-7170/539, 4-5=-5828/452, 5-6=-3921/375, 6-7=-3247/348, 7-8=-3566/377, 8-9=-4004/400, 9-10=-3609/413, 10-11=-2990/377, 11-12=-2395/327, 12-13=-2990/342, 13-14=-2852/257, 14-15=-2994/229, 15-16=-2415/204 BOT CHORD 28-29=-338/340, 27-28=-379/4434, 26-27=-379/5666, 25-26=-231/3908, 24-25=-145/3581, 21-22=-165/4012, 20-21=-165/4012, 20-30=-47/2735, 19-30=-47/2735, 18-19=-47/2735, 18-31=-87/2402, 17-31=-87/2402 WEBS 7-24=-67/1323, 2-28=-1450/135, 3-27=-2908/213, 5-25=-877/158, 6-25=-125/1712, 7-25=-1352/166, 22-24=-198/3950, 8-24=-627/179, 8-22=0/335, 9-22=-332/97, 9-20=-2233/240, 10-20=-133/1642, 11-20=-21/750, 11-18=-1005/156, 12-18=-75/1220, 13-17=-432/116, 15-17=-102/2388, 5-26=-68/1620, 2-27=-136/1864, 4-27=-129/1150, 4-26=-1301/165, 1-28=-323/4665 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 29 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 29 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16. 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. Continued 11) "Semi-on rigid page pitchbreaks 2 with fixed 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. September 25,2018 1-7-8 3-0-7 1-4-15 5-11-11 2-11-4 15-0-0 9-0-5 16-7-10 1-7-10 23-5-10 6-10-0 30-3-10 6-10-0 31-4-8 1-0-14 40-4-13 9-0-5 47-6-10 7-1-14 54-11-0 7-4-6 1-7-8 1-7-8 3-0-7 1-4-15 9-0-3 5-11-13 15-0-0 5-11-13 16-7-10 1-7-10 23-5-10 6-10-0 30-3-10 6-10-0 31-4-8 1-0-14 35-10-10 4-6-2 40-4-13 4-6-2 47-6-10 7-1-14 54-11-0 7-4-6 2-3-10 11-4-7 12-1-0 2-3-14 0-1-0 1-0-0 12-0-0 8.00 12 9.75 12 Plate Offsets (X,Y)-- [3:0-5-8,Edge], [7:0-7-8,0-3-12], [10:0-4-0,0-2-13], [17:0-2-8,0-2-8], [21:0-8-0,0-4-8], [26:0-6-0,0-2-12], [29:0-8-9,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.87 0.97 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.77 0.41 (loc) 22-23 22-23 16 l/defl >999 >848 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 408 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 26-29: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 6-25: 2x6 SPF No.2, 1-29: 2x4 SPF 2100F 1.8E 24-26,7-24,8-24,8-23,8-22,9-22,9-20,10-20,11-20,11-18,12-18: 2x4 SPF No.2 15-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins, except end verticals, and 2-0-0 oc purlins (2-3-5 max.): 1-3, 7-9, 10-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 29-30 2-2-0 oc bracing: 27-28,20-22. WEBS 1 Row at midpt 6-25, 5-26, 7-24, 8-24, 8-22, 9-22, 9-20, 11-18, 13-18 REACTIONS. (lb/size) 30=2482/0-3-8 (req. 0-3-14), 16=2588/Mechanical Max Horz 30=-289(LC 4) Max Uplift16=-38(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-30=-2337/191, 1-2=-4462/342, 2-3=-6977/522, 3-4=-5894/365, 4-5=-5734/388, 5-6=-3996/385, 6-7=-3753/458, 7-8=-2834/353, 8-9=-3324/384, 9-10=-3531/420, 10-11=-3161/381, 11-12=-2502/333, 12-13=-3120/348, 13-14=-2981/260, 14-15=-3131/232, 15-16=-2512/206 BOT CHORD 29-30=-316/336, 28-29=-575/4674, 27-28=-603/7373, 26-27=-327/4057, 24-31=-224/3344, 23-31=-224/3344, 23-32=-224/3344, 22-32=-224/3344, 21-22=-170/3326, 20-21=-170/3326, 20-33=-119/2852, 19-33=-119/2852, 18-19=-119/2852, 18-34=-89/2514, 17-34=-89/2514 WEBS 1-29=-362/4983, 2-29=-1334/112, 2-28=-230/2750, 3-28=-2839/209, 5-26=-1086/184, 24-26=-217/3032, 7-26=-204/2060, 7-24=-318/142, 8-24=-1104/219, 8-23=0/384, 9-20=-1641/229, 10-20=-134/1341, 11-20=-89/940, 11-18=-1093/228, 12-18=-77/1274, 13-17=-430/120, 15-17=-103/2498, 5-27=0/1492, 3-27=-2566/303 NOTES- (15-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 3 = 16% 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) WARNING: Required bearing size at joint(s) 30 greater than input bearing size. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced Continued standard on page ANSI/2 TPI 1. SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE 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. September 25,2018 3-0-7 1-4-15 9-0-3 5-11-12 15-0-0 5-11-12 18-2-8 3-2-8 25-5-4 7-2-12 32-8-1 7-2-12 39-10-13 7-2-12 47-3-10 7-4-14 54-11-0 7-7-6 1-7-8 1-7-8 3-0-7 1-4-15 9-0-3 5-11-12 15-0-0 5-11-12 18-2-8 3-2-8 25-5-4 7-2-12 32-8-1 7-2-12 39-10-13 7-2-12 47-3-10 7-4-14 54-11-0 7-7-6 2-3-10 12-5-0 2-3-14 0-1-0 1-0-0 12-4-0 8.00 12 9.75 12 Plate Offsets (X,Y)-- [7:0-4-0,0-2-13], [11:0-5-4,0-3-0], [16:0-2-8,0-2-8], [24:0-4-0,0-3-8], [25:0-2-8,0-2-0], [27:0-8-0,0-4-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.90 0.97 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.73 0.44 (loc) 25-26 25-26 15 l/defl >999 >898 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 377 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 24-27: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 1-27: 2x4 SPF 2100F 1.8E, 3-25,14-15: 2x4 SPF-S Stud 7-24,7-22,8-22,8-21,8-19,10-19,11-19,11-18: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 1-3, 7-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 27-28 2-2-0 oc bracing: 25-26. WEBS 1 Row at midpt 6-23, 5-24, 8-22, 8-19, 10-19, 11-19, 12-18 2 Rows at 1/3 pts 3-25 REACTIONS. (lb/size) 28=2475/0-3-8 (req. 0-3-14), 15=2602/Mechanical Max Horz 28=299(LC 5) Max Uplift15=-40(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-28=-2324/198, 1-2=-4443/350, 2-3=-6734/451, 3-4=-4977/346, 4-5=-4876/370, 5-6=-3990/379, 6-7=-3879/474, 7-8=-2707/356, 8-9=-3015/379, 9-10=-3015/379, 10-11=-3016/379, 11-12=-3123/352, 12-13=-2954/260, 13-14=-3177/231, 14-15=-2528/205 BOT CHORD 27-28=-345/344, 26-27=-601/4651, 25-26=-553/7083, 24-25=-321/4144, 22-29=-221/3114, 21-29=-221/3114, 21-30=-221/3114, 20-30=-221/3114, 19-20=-221/3114, 19-31=-57/2487, 18-31=-57/2487, 17-18=-86/2550, 17-32=-86/2550, 16-32=-86/2550 WEBS 1-27=-371/4961, 2-27=-1310/80, 2-26=-160/2492, 3-26=-2488/239, 3-25=-2965/242, 5-25=0/790, 5-24=-1188/160, 22-24=-222/2806, 7-24=-204/1773, 7-22=-197/333, 8-22=-944/227, 8-21=0/407, 8-19=-283/97, 10-19=-447/192, 11-19=-219/1120, 11-18=-28/400, 12-16=-391/127, 14-16=-98/2527 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 28 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15. 11) 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. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued 13) Graphical on page purlin 2 representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE 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. September 25,2018 4-0-8 27-8-10 10-10-2 38-6-13 10-10-2 45-11-10 7-4-14 53-7-0 7-7-6 1-8-7 1-8-7 7-3-3 5-6-12 12-10-0 5-6-12 16-10-8 4-0-8 24-1-4 7-2-12 31-4-1 7-2-12 38-6-13 7-2-12 45-11-10 7-4-14 53-7-0 7-7-6 54-3-15 0-8-15 54-7-0 0-3-1 1-2-10 11-4-0 12-4-0 0-6-10 0-3-5 1-7-14 12-4-0 8.00 12 Plate Offsets (X,Y)-- [2:0-5-4,0-4-8], [6:0-4-0,0-2-13], [17:0-2-8,0-2-8], [24:0-4-4,0-2-4], [26:Edge,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.91 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.77 0.17 (loc) 20-22 24-25 14 l/defl >999 >835 n/a L/d 240 180 n/a PLATES MT20 Weight: 354 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 24-26: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 1-25,6-24,6-22,7-22,7-20,9-20,9-19,10-19: 2x4 SPF No.2 2-25: 2x6 SPF No.2, 13-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-12 max.): 1-2, 6-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 20-22,19-20. WEBS 1 Row at midpt 5-23, 7-22, 9-19, 11-19 REACTIONS. (lb/size) 26=2425/0-3-8 (req. 0-3-13), 16=2887/0-5-8, 14=-276/0-4-8 Max Horz 26=-294(LC 4) Max Uplift26=-2(LC 5), 16=-186(LC 7), 14=-276(LC 1) Max Grav 26=2425(LC 1), 16=2887(LC 1), 14=114(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-2041/38, 1-2=-3316/91, 2-3=-4913/236, 3-4=-4765/256, 4-5=-3733/350, 5-6=-3645/460, 6-7=-2537/341, 7-8=-2996/360, 8-9=-2996/360, 9-10=-2417/328, 10-11=-3020/338, 11-12=-2933/254, 12-13=-3061/209, 13-16=-2809/338 BOT CHORD 25-26=-262/302, 24-25=-294/3442, 22-27=-213/2931, 21-27=-213/2931, 21-28=-213/2931, 20-28=-213/2931, 20-29=-168/2888, 29-30=-168/2888, 19-30=-168/2888, 18-19=-47/2439, 18-31=-47/2439, 17-31=-47/2439 WEBS 1-25=-80/3555, 2-25=-2629/210, 4-25=0/1001, 4-24=-554/160, 22-24=-194/2588, 6-24=-192/1336, 6-22=-157/587, 7-22=-899/236, 7-20=-14/336, 9-20=-6/454, 9-19=-1027/233, 10-19=-51/1182, 11-17=-396/112, 13-17=-74/2436 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 26 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26 except (jt=lb) 16=186, 14=276. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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 with fixed 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. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 1-8-7 1-8-7 6-3-3 4-6-13 10-10-0 4-6-13 16-10-8 6-0-8 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-10 7-4-14 53-7-0 7-7-6 1-8-7 1-8-7 6-3-3 4-6-13 10-10-0 4-6-13 16-10-8 6-0-8 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-10 7-4-14 53-7-0 7-7-6 54-7-0 1-0-0 1-2-10 11-4-0 12-4-0 1-1-0 0-2-14 1-0-0 1-2-14 12-4-0 8.00 12 Plate Offsets (X,Y)-- [6:0-3-12,0-2-0], [10:0-5-4,0-2-4], [13:0-4-15,0-2-8], [16:0-2-8,0-2-8], [19:0-9-8,0-3-8], [21:0-3-8,0-2-8], [25:0-4-8,0-2-8], [26:0-2-8,0-1-8], [27:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.95 0.90 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.80 0.26 (loc) 21-22 21-22 15 l/defl >999 >802 n/a L/d 240 180 n/a PLATES MT20 Weight: 291 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 10-12: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 25-28,17-19: 2x4 SPF 2100F 1.8E, 5-24: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-27,6-25,6-22,7-22,7-21,7-19,9-18,10-18: 2x4 SPF No.2 13-15: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-9-14 max.): 1-2, 6-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 21-22. WEBS 1 Row at midpt 7-22, 7-21, 7-19, 9-18, 11-18 REACTIONS. (lb/size) 28=2330/0-3-8 (req. 0-3-10), 15=2487/0-5-8 Max Horz 28=-275(LC 4) Max Uplift15=-80(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-28=-2178/154, 1-2=-3537/261, 2-3=-4012/295, 3-4=-3947/312, 4-5=-3589/342, 5-6=-3612/478, 6-7=-2348/344, 7-8=-3007/377, 8-9=-3007/377, 9-10=-2479/331, 10-11=-3094/342, 11-12=-3191/278, 12-13=-3412/252, 13-15=-2414/244 BOT CHORD 27-28=-245/270, 26-27=-245/3793, 25-26=-234/3307, 5-25=-326/171, 22-29=-182/2736, 21-29=-182/2736, 9-19=-5/492, 19-30=-155/3019, 18-30=-156/3012, 17-18=-83/2735, 17-31=-83/2735, 16-31=-83/2735, 15-16=-51/390 WEBS 1-27=-285/4031, 2-27=-2261/211, 2-26=-496/79, 4-26=0/324, 4-25=-502/87, 22-25=-171/2252, 6-25=-195/1221, 6-22=-138/658, 7-22=-881/218, 19-21=-182/2740, 7-19=-74/548, 9-18=-1106/230, 10-18=-58/1245, 11-18=-361/166, 13-16=-37/2363 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) WARNING: Required bearing size at joint(s) 28 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-11 7-4-14 53-7-0 7-7-6 -1-0-0 1-0-0 8-6-8 8-6-8 16-10-8 8-4-0 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-11 7-4-14 53-7-0 7-7-6 54-7-0 1-0-0 1-1-0 12-4-0 1-1-0 1-2-14 12-4-0 8.00 12 Plate Offsets (X,Y)-- [13:0-0-0,0-3-6], [18:0-6-12,0-4-4], [20:0-3-8,0-2-8], [25:Edge,0-5-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.96 0.72 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.40 0.19 (loc) 17-18 17-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 355 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-24,2-25: 2x4 SPF-S Stud, 4-23,18-20,11-17,11-15,2-24: 2x3 SPF No.2 SLIDER Right 2x6 SPF No.2 4-6-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-14 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-21, 6-20, 8-17, 11-17 2 Rows at 1/3 pts 4-24 REACTIONS. (lb/size) 25=247/0-3-8, 24=2405/0-3-8 (req. 0-3-12), 13=2409/0-5-8 Max Horz 25=282(LC 5) Max Uplift25=-82(LC 6), 24=-31(LC 5), 13=-79(LC 7) Max Grav 25=269(LC 10), 24=2405(LC 1), 13=2409(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-2503/323, 5-6=-1963/320, 6-7=-2823/366, 7-8=-2823/366, 8-9=-2386/322, 9-10=-2854/330, 10-11=-2967/298, 11-12=-3404/278, 12-13=-3540/245, 2-25=-310/104 BOT CHORD 24-25=-322/299, 24-26=-227/1695, 26-27=-227/1695, 23-27=-227/1695, 22-23=-201/1737, 21-22=-201/1737, 21-28=-184/2449, 20-28=-184/2449, 18-29=-160/2833, 17-29=-161/2823, 16-17=-114/2751, 16-30=-114/2751, 15-30=-114/2751, 15-31=-115/2750, 13-31=-115/2750 WEBS 8-18=-13/352, 4-24=-2674/193, 4-23=0/252, 4-21=-172/437, 5-21=-33/863, 6-21=-1040/211, 18-20=-186/2475, 6-18=-72/695, 8-17=-932/242, 9-17=-48/1136, 11-17=-486/170, 11-15=0/270 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 25 = 16% 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) WARNING: Required bearing size at joint(s) 24 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 24, 13. 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 with fixed 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. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 6-6-6 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-11 7-4-14 53-7-0 7-7-6 8-6-8 8-6-8 16-10-8 8-4-0 24-3-12 7-5-4 31-9-0 7-5-4 38-6-13 6-9-13 45-11-11 7-4-14 53-7-0 7-7-6 54-7-0 1-0-0 1-1-0 12-4-0 1-1-0 1-2-14 12-4-0 8.00 12 Plate Offsets (X,Y)-- [1:0-3-3,0-4-8], [12:0-6-6,Edge], [17:0-7-0,0-4-0], [19:0-3-8,0-2-8], [23:0-1-9,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.58 0.85 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.53 0.22 (loc) 19-20 16-17 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 328 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 15-17,12-15: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-22,17-19,10-16,10-14: 2x3 SPF No.2 SLIDER Left 2x10 SP 2400F 2.0E 2-5-7, Right 2x6 SPF No.2 4-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins, except 2-0-0 oc purlins (4-3-10 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-23. WEBS 1 Row at midpt 2-23, 5-20, 5-19, 7-16, 10-16 REACTIONS. (lb/size) 1=-104/0-3-8, 23=2730/0-3-8 (req. 0-4-5), 12=2401/0-5-8 Max Horz 1=274(LC 5) Max Uplift 1=-222(LC 11), 23=-80(LC 5), 12=-79(LC 7) Max Grav 1=81(LC 5), 23=2730(LC 1), 12=2401(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-151/555, 2-3=-2403/261, 3-4=-2251/312, 4-5=-1880/311, 5-6=-2738/359, 6-7=-2738/359, 7-8=-2342/318, 8-9=-2802/325, 9-10=-2887/293, 10-11=-3363/270, 11-12=-3502/237 BOT CHORD 1-24=-348/157, 23-24=-348/157, 23-25=-203/1507, 25-26=-203/1507, 22-26=-203/1507, 21-22=-177/1557, 20-21=-177/1557, 20-27=-177/2382, 19-27=-177/2382, 17-28=-152/2745, 16-28=-153/2739, 15-16=-110/2699, 15-29=-110/2699, 14-29=-110/2699, 14-30=-110/2697, 12-30=-110/2697 WEBS 7-17=-8/295, 2-23=-3033/234, 2-22=0/273, 2-20=-151/527, 4-20=-27/807, 5-20=-1065/206, 17-19=-178/2399, 5-17=-71/670, 7-16=-862/235, 8-16=-45/1099, 10-16=-477/170, 10-14=0/302 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 1, 80 lb uplift at joint 23 and 79 lb uplift at joint 12. Continued on page 2 SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE 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. September 25,2018 7-5-4 28-1-0 7-5-4 34-10-13 6-9-13 42-3-10 7-4-14 49-11-0 7-7-6 6-8-8 6-8-8 13-2-8 6-6-0 20-7-12 7-5-4 28-1-0 7-5-4 34-10-13 6-9-13 42-3-10 7-4-14 49-11-0 7-7-6 50-11-0 1-0-0 3-6-5 12-4-0 1-1-0 1-2-14 12-4-0 8.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [4:0-5-4,0-3-0], [8:0-5-4,0-3-0], [12:0-6-6,Edge], [17:0-5-8,0-2-0], [22:0-2-8,0-2-0] 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) 0.59 0.87 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.49 0.20 (loc) 19-20 16-17 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 303 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 15-17,12-15: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-22,3-20,17-19,10-16,10-14,1-22: 2x3 SPF No.2, 1-23: 2x4 SPF-S Stud SLIDER Right 2x6 SPF No.2 4-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-1 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-18, 4-19, 5-19, 10-16, 1-23 REACTIONS. (lb/size) 23=2324/0-3-8 (req. 0-3-10), 12=2423/0-5-8 Max Horz 23=-291(LC 4) Max Uplift23=-32(LC 6), 12=-76(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2293/198, 2-3=-2097/223, 3-4=-2462/321, 4-5=-2404/346, 5-6=-2699/359, 6-7=-2699/359, 7-8=-2698/357, 8-9=-2839/326, 9-10=-2923/293, 10-11=-3398/271, 11-12=-3538/237, 1-23=-2268/190 BOT CHORD 22-23=-238/276, 22-24=-215/1828, 21-24=-215/1828, 20-21=-215/1828, 20-25=-183/1950, 19-25=-183/1950, 17-26=-32/2365, 16-26=-32/2365, 15-16=-110/2727, 15-27=-110/2727, 14-27=-110/2727, 14-28=-110/2726, 12-28=-110/2726 WEBS 7-17=-429/188, 3-22=-655/120, 3-20=-166/319, 4-19=-210/945, 5-19=-938/264, 17-19=-195/2395, 5-17=-81/568, 8-17=-236/740, 8-16=-6/604, 10-16=-474/169, 10-14=0/301, 1-22=-78/2005 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 19-6-0 6-3-8 32-1-0 12-7-0 34-10-13 2-9-13 42-3-10 7-4-14 49-11-0 7-7-6 6-8-8 6-8-8 13-2-8 6-6-0 19-6-0 6-3-8 25-9-8 6-3-8 32-1-0 6-3-8 34-10-13 2-9-13 42-3-10 7-4-14 49-11-0 7-7-6 50-11-0 1-0-0 3-6-5 12-4-0 1-1-0 1-2-14 12-4-0 8.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [4:0-5-4,0-3-0], [9:0-5-4,0-3-0], [14:0-5-0,0-2-4], [15:0-2-8,0-2-0], [18:0-4-12,0-2-8], [24:0-2-8,0-2-0] 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) 0.90 0.72 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.73 0.13 (loc) 19-20 19-20 14 l/defl >999 >817 n/a L/d 240 180 n/a PLATES MT20 Weight: 348 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 16-18: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-24,3-22,11-17,11-15,1-24,12-15: 2x3 SPF No.2, 1-25: 2x4 SPF-S Stud 12-14: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-13 max.): 4-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-19, 4-20, 5-20, 6-18, 11-17, 6-20 REACTIONS. (lb/size) 25=2220/0-3-8, 14=2209/0-5-8 Max Horz 25=-300(LC 4) Max Uplift25=-33(LC 6), 14=-82(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2208/196, 2-3=-2012/222, 3-4=-2332/325, 4-5=-2222/332, 5-6=-2218/331, 6-7=-2268/336, 7-8=-2268/336, 8-9=-2270/335, 9-10=-2515/326, 10-11=-2642/282, 11-12=-3073/259, 1-25=-2163/188, 12-14=-2116/230 BOT CHORD 24-25=-238/282, 24-26=-213/1758, 23-26=-213/1758, 22-23=-213/1758, 21-22=-186/1839, 21-27=-186/1839, 20-27=-186/1839, 17-18=-34/2093, 16-17=-72/2443, 16-28=-72/2443, 15-28=-71/2446, 14-15=-60/756 WEBS 3-24=-587/128, 3-22=-171/258, 4-20=-182/893, 5-20=-388/168, 18-20=-190/2307, 6-18=-286/175, 9-18=-242/812, 9-17=-27/394, 11-17=-454/157, 1-24=-75/1916, 6-20=-348/159, 12-15=-12/1695 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 25, 14. 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 with fixed 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. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 6-5-8 6-5-8 12-8-8 6-3-0 20-3-4 7-6-12 27-10-1 7-6-12 35-4-13 7-6-12 42-6-4 7-1-7 49-7-11 7-1-7 49-11-0 0-3-5 3-6-5 12-0-0 2-3-14 12-0-0 8.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [12:0-2-8,0-2-0], [19:0-2-8,0-2-0] 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) 0.79 0.91 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.48 -0.91 0.13 (loc) 15-18 15-18 11 l/defl >999 >656 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 294 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SP 2400F 2.0E *Except* 11-13: 2x4 SPF No.2, 16-17: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 10-11,1-20: 2x4 SPF-S Stud 3-18,4-18,4-15,6-15,6-14,7-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-10 max.): 3-7. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-19, 4-18, 6-14, 8-14, 1-20 REACTIONS. (lb/size) 11=2396/Mechanical, 20=2419/0-3-8 (req. 0-3-13) Max Horz 20=-306(LC 4) Max Uplift11=-40(LC 7), 20=-29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2349/223, 2-3=-2605/312, 3-4=-2086/299, 4-5=-2756/334, 5-6=-2756/334, 6-7=-2252/311, 7-8=-2822/322, 8-9=-2705/240, 9-10=-2855/212, 10-11=-2325/193, 1-20=-2355/192 BOT CHORD 19-20=-258/290, 19-21=-248/1876, 18-21=-248/1876, 18-22=-244/2630, 17-22=-244/2630, 16-17=-244/2630, 16-23=-244/2630, 15-23=-244/2630, 15-24=-195/2685, 24-25=-195/2685, 14-25=-195/2685, 13-14=-70/2285, 13-26=-70/2285, 12-26=-70/2285 WEBS 2-19=-773/107, 2-18=-153/429, 3-18=-48/996, 4-18=-1096/238, 4-15=0/472, 6-15=-3/314, 6-14=-915/244, 7-14=-45/1083, 8-12=-401/111, 10-12=-92/2286, 1-19=-82/2072 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 20 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 20. 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 with fixed 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. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 44-9-6 2-1-11 53-11-0 9-1-10 6-5-8 6-5-8 12-8-8 6-3-0 20-3-4 7-6-12 27-10-1 7-6-12 35-4-13 7-6-12 42-7-11 7-2-14 44-9-6 2-1-11 49-2-15 4-5-9 53-11-0 4-8-1 54-11-0 1-0-0 3-6-5 7-2-1 12-0-0 1-1-0 12-0-0 8.00 12 Plate Offsets (X,Y)-- [13:0-4-12,0-3-8], [22:0-2-8,0-2-0] 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) 0.65 0.99 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.34 -0.65 0.17 (loc) 17-18 17-18 13 l/defl >999 >995 n/a L/d 240 180 n/a PLATES MT20 Weight: 344 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-21,4-21,4-18,6-18,6-17,7-17: 2x4 SPF No.2, 1-23: 2x4 SPF-S Stud 11-13: 2x6 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-0-0 max.): 3-7, 8-9. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 2-22, 6-18, 6-17, 8-17, 8-14, 1-23, 10-13 2 Rows at 1/3 pts 4-21 REACTIONS. (lb/size) 23=2599/0-3-8 (req. 0-4-1), 13=2592/0-3-8 (req. 0-4-1) Max Horz 23=-317(LC 4) Max Uplift23=-27(LC 6), 13=-102(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2557/236, 2-3=-2858/329, 3-4=-2299/313, 4-5=-3149/361, 5-6=-3149/361, 6-7=-2833/351, 7-8=-3465/360, 8-9=-2938/281, 9-10=-3532/298, 10-11=-1280/115, 1-23=-2531/204, 11-13=-982/137 BOT CHORD 22-23=-233/299, 22-24=-222/2048, 21-24=-222/2048, 21-25=-219/2963, 20-25=-219/2963, 19-20=-219/2963, 19-26=-219/2963, 18-26=-219/2963, 18-27=-170/3139, 27-28=-170/3139, 17-28=-170/3139, 16-17=-101/3410, 16-29=-101/3410, 15-29=-101/3410, 14-15=-100/3410, 13-14=-126/2731 WEBS 2-22=-839/113, 2-21=-154/485, 3-21=-58/1136, 4-21=-1308/239, 4-18=-0/656, 6-17=-732/247, 7-17=-50/1406, 8-17=-803/171, 8-14=-1621/162, 9-14=-113/1604, 10-14=-59/292, 1-22=-93/2250, 10-13=-2347/184 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) WARNING: Required bearing size at joint(s) 23, 13 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23 except (jt=lb) 13=102. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE 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. September 25,2018 47-5-15 6-2-9 53-11-0 6-5-1 5-7-12 5-7-12 11-1-0 5-5-4 19-9-3 8-8-3 28-4-2 8-6-15 37-0-5 8-8-3 39-1-11 2-1-6 41-3-6 2-1-11 47-5-15 6-2-9 53-11-0 6-5-1 54-11-0 1-0-0 3-6-5 9-6-1 10-11-0 1-1-0 10-11-0 8.00 12 Plate Offsets (X,Y)-- [7:0-4-4,0-3-0], [14:0-5-0,0-2-4], [15:0-2-8,0-2-0], [19:0-2-8,0-2-0] 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) 0.58 0.71 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.47 0.13 (loc) 20-22 20-22 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 372 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E *Except* 21-23: 2x6 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-24,4-20,7-20,2-25: 2x4 SPF No.2, 1-25: 2x4 SPF-S Stud 12-14: 2x6 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-8 max.): 3-7, 8-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-20, 6-20, 7-20, 8-19, 8-17, 8-16 2 Rows at 1/3 pts 4-24, 2-25 REACTIONS. (lb/size) 25=2656/0-3-8 (req. 0-4-3), 14=2531/0-3-8 (req. 0-4-0) Max Horz 25=-292(LC 4) Max Uplift25=-72(LC 5), 14=-93(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2848/312, 3-4=-2306/297, 4-5=-3434/394, 5-6=-3434/394, 6-7=-3434/394, 7-8=-3371/382, 8-9=-2746/324, 9-10=-3376/341, 10-11=-3361/277, 11-12=-3501/256, 12-14=-2409/239 BOT CHORD 25-26=-258/1892, 26-27=-258/1892, 24-27=-258/1892, 24-28=-285/3269, 23-28=-285/3269, 22-23=-285/3269, 21-22=-285/3269, 21-29=-285/3269, 20-29=-285/3269, 20-30=-103/2903, 19-30=-103/2903, 18-19=-71/2959, 17-18=-71/2959, 16-17=-71/2955, 15-16=-100/2800, 14-15=-47/894 WEBS 2-24=-111/720, 3-24=-43/1116, 4-24=-1582/253, 4-22=0/436, 4-20=-72/316, 6-20=-527/221, 7-20=-213/969, 7-19=-57/713, 8-19=-267/142, 8-17=-350/9, 8-16=-1010/187, 9-16=-71/1305, 2-25=-2935/181, 12-15=-54/1920 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) WARNING: Required bearing size at joint(s) 25, 14 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 14. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE 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. September 25,2018 42-8-0 8-9-4 48-2-4 5-6-4 53-11-0 5-8-12 54-11-0 1-0-0 3-6-5 8-7-0 1-1-0 8-7-0 8.00 12 Plate Offsets (X,Y)-- [10:Edge,0-3-8] 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) 0.74 0.46 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.64 0.15 (loc) 13-15 15-17 12 l/defl >999 >998 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 322 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 3-19,6-13: 2x4 SPF 2100F 1.8E, 1-20,9-12: 2x4 SPF-S Stud 10-12: 2x6 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-3-5 max.): 2-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-19, 5-17, 5-15, 6-13, 1-20, 9-12 REACTIONS. (lb/size) 20=2530/0-3-8 (req. 0-3-15), 12=2556/0-3-8 (req. 0-4-0) Max Horz 20=-238(LC 4) Max Uplift20=-163(LC 5), 12=-143(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2668/252, 2-3=-2134/265, 3-4=-4078/390, 4-5=-4078/390, 5-6=-4314/427, 6-7=-2847/310, 7-8=-2849/310, 8-9=-3461/324, 9-10=-1353/141, 1-20=-2488/215, 10-12=-1010/156 BOT CHORD 19-21=-432/3736, 18-21=-432/3736, 18-22=-432/3736, 17-22=-432/3736, 16-17=-461/4380, 16-23=-461/4380, 15-23=-461/4380, 15-24=-372/4092, 14-24=-372/4092, 14-25=-372/4092, 13-25=-372/4092, 12-13=-156/2792 WEBS 2-19=-44/1012, 3-19=-2242/348, 3-17=0/1029, 5-17=-539/174, 6-15=0/701, 6-13=-1778/331, 8-13=-44/1441, 1-19=-174/2255, 9-12=-2297/190 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 20, 12 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 20=163, 12=143. 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 with fixed 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. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE 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. September 25,2018 TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.65 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.50 0.03 (loc) 10-12 8-9 8 l/defl >999 >553 n/a L/d 240 180 n/a PLATES MT20 Weight: 133 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-10,5-10,5-9: 2x4 SPF No.2, 2-12,7-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-10, 3-12, 6-8 REACTIONS. (lb/size) 12=1192/0-3-8, 8=1129/0-3-8 Max Horz 12=317(LC 5) Max Uplift12=-45(LC 6), 8=-15(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-351/191, 3-4=-950/212, 4-5=-553/191, 5-6=-966/213, 6-7=-333/127, 2-12=-392/199, 7-8=-304/111 BOT CHORD 12-13=-186/598, 13-14=-186/598, 11-14=-186/598, 10-11=-186/598, 10-15=-50/562, 9-15=-50/562, 9-16=-4/611, 16-17=-4/611, 8-17=-4/611 WEBS 4-10=-67/351, 5-9=-90/392, 3-12=-781/47, 6-8=-813/54 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 12, 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 with fixed 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. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.65 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.50 0.03 (loc) 11-13 9-10 9 l/defl >999 >553 n/a L/d 240 180 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-11,5-11,5-10: 2x4 SPF No.2, 2-13,7-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-4 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 3-13, 6-9 REACTIONS. (lb/size) 13=1190/0-3-8, 9=1200/0-3-8 Max Horz 13=303(LC 5) Max Uplift13=-46(LC 6), 9=-46(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-351/191, 3-4=-948/213, 4-5=-552/192, 5-6=-960/213, 6-7=-351/191, 2-13=-392/199, 7-9=-392/199 BOT CHORD 13-14=-172/597, 14-15=-172/597, 12-15=-172/597, 11-12=-172/597, 11-16=-36/560, 10-16=-36/560, 10-17=0/604, 17-18=0/604, 9-18=0/604 WEBS 4-11=-68/350, 5-10=-91/385, 3-13=-779/48, 6-9=-791/48 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 13, 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) "Semi-rigid pitchbreaks with fixed 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. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 1-7-0 12-10-1 1-7-0 12-10-1 14.00 12 Plate Offsets (X,Y)-- [5:0-3-2,0-2-0], [6:0-2-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.90 0.79 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.70 0.03 (loc) 13-15 13-15 11 l/defl >830 >396 n/a L/d 240 180 n/a PLATES MT20 Weight: 140 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-13,6-13,6-12: 2x4 SPF No.2, 2-15,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-13, 7-12, 4-15, 7-11 REACTIONS. (lb/size) 15=1206/0-3-8, 11=1208/0-3-8 Max Horz 15=323(LC 5) Max Uplift15=-46(LC 6), 11=-46(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-404/178, 4-5=-941/220, 5-6=-538/200, 6-7=-945/220, 8-9=-401/178, 2-15=-435/210, 9-11=-433/210 BOT CHORD 15-16=-170/604, 14-16=-170/604, 13-14=-170/604, 13-17=-36/539, 12-17=-36/539, 12-18=0/606, 18-19=0/606, 11-19=0/606 WEBS 5-13=-88/375, 6-12=-107/392, 4-15=-727/57, 7-11=-733/58 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 15, 11. 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 with fixed 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. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.63 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.39 0.03 (loc) 11-13 11-13 9 l/defl >999 >707 n/a L/d 240 180 n/a PLATES MT20 Weight: 132 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-11,5-11,5-10: 2x4 SPF No.2, 2-13,7-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 3-13, 6-9 REACTIONS. (lb/size) 13=1183/0-3-8, 9=1197/0-3-8 Max Horz 13=291(LC 5) Max Uplift13=-46(LC 6), 9=-46(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-322/187, 3-4=-955/208, 4-5=-563/187, 5-6=-972/208, 6-7=-321/187, 2-13=-369/194, 7-9=-368/194 BOT CHORD 13-14=-172/594, 14-15=-172/594, 12-15=-172/594, 11-12=-172/594, 11-16=-37/575, 10-16=-37/575, 10-17=0/604, 17-18=0/604, 9-18=0/604 WEBS 4-11=-56/337, 5-10=-80/378, 3-13=-812/42, 6-9=-830/42 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 13, 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) "Semi-rigid pitchbreaks with fixed 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. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 CSI. TC BC WB (Matrix) 0.27 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 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 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=41/Mechanical, 6=167/0-3-8, 5=17/Mechanical Max Horz 6=85(LC 6) Max Uplift4=-47(LC 7), 5=-21(LC 6) Max Grav 4=41(LC 1), 6=167(LC 1), 5=37(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 CSI. TC BC WB (Matrix) 0.23 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 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 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=42/Mechanical, 6=167/0-3-8, 5=17/Mechanical Max Horz 6=59(LC 6) Max Uplift4=-26(LC 7), 6=-14(LC 6), 5=-8(LC 6) Max Grav 4=49(LC 11), 6=167(LC 1), 5=37(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 CSI. TC BC WB (Matrix) 0.41 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.09 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 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 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=100/Mechanical, 6=231/0-3-8, 5=41/Mechanical Max Horz 6=100(LC 6) Max Uplift4=-55(LC 7), 6=-1(LC 6), 5=-1(LC 6) Max Grav 4=100(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 CSI. TC BC WB (Matrix) 0.58 0.27 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.13 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 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 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=99/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=141(LC 6) Max Uplift4=-87(LC 7), 5=-14(LC 6) Max Grav 4=99(LC 1), 6=231(LC 1), 5=73(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 CSI. TC BC WB (Matrix) 0.51 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.01 -0.08 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=80/Mechanical, 6=208/0-3-8, 5=34/Mechanical Max Horz 6=140(LC 6) Max Uplift4=-93(LC 7), 5=-21(LC 6) Max Grav 4=80(LC 1), 6=208(LC 1), 5=61(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 CSI. TC BC WB (Matrix) 0.51 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.01 -0.08 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=80/Mechanical, 6=208/0-3-8, 5=34/Mechanical Max Horz 6=139(LC 6) Max Uplift4=-87(LC 6), 5=-21(LC 6) Max Grav 4=80(LC 1), 6=208(LC 1), 5=61(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 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 with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 BC WB (Matrix) 0.13 0.21 0.01 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 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 9-0-5. (lb) - Max Horz 1=-47(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 2, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7 except 2=396(LC 10), 5=330(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-280/108, 4-5=-277/106 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2, 5. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 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) 0.21 0.09 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 21-8-5. (lb) - Max Horz 1=-58(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 12, 13, 15, 16, 17, 10 except 11=-119(LC 11), 2=-118(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 11, 2 except 12=346(LC 1), 13=311(LC 10), 15=316(LC 1), 16=337(LC 10), 17=336(LC 10), 10=284(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 9-12=-267/72, 5-16=-254/101, 3-17=-264/107 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 12, 13, 15, 16, 17, 10 except (jt=lb) 11=119, 2=118. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.10 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 59 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 21-8-5. (lb) - Max Horz 1=-81(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 11, 12, 14 except 1=-118(LC 1), 9=-291(LC 1), 8=-117(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=331(LC 1), 10=291(LC 1), 11=339(LC 10), 12=310(LC 11), 14=277(LC 10), 8=570(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-11=-262/111 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 11, 12, 14 except (jt=lb) 1=118, 9=291, 8=117. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.14 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 64 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 21-8-5. (lb) - Max Horz 1=-135(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 14, 10, 8 except 1=-152(LC 10), 9=-165(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=363(LC 1), 11=436(LC 11), 12=460(LC 10), 14=357(LC 1), 10=376(LC 1), 8=388(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-10=-263/147 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 14, 10, 8 except (jt=lb) 1=152, 9=165. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.15 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 21-8-5. (lb) - Max Horz 1=-164(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 8 except 13=420(LC 10), 12=420(LC 1), 14=257(LC 1), 11=429(LC 11), 10=253(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-263/141, 6-11=-268/143 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) 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) 1, 2, 13, 14, 11, 10. 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 with fixed 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. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 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) 0.37 0.14 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 67 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 22-8-5. (lb) - Max Horz 1=-134(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 11, 12, 14, 10, 8 except 1=-295(LC 10), 9=-159(LC 11), 2=-109(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=549(LC 1), 11=460(LC 11), 12=481(LC 10), 14=424(LC 1), 10=373(LC 1), 8=366(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-14=-270/144, 7-10=-261/145 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 12, 14, 10, 8 except (jt=lb) 1=295, 9=159, 2=109. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.35 0.10 0.07 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: 62 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-8-5. (lb) - Max Horz 1=-79(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 9, 10, 11, 13 except 1=-282(LC 1), 8=-284(LC 1), 2=-140(LC 6), 7=-130(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 2=531(LC 1), 9=314(LC 11), 10=336(LC 10), 11=333(LC 11), 13=314(LC 10), 7=536(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-10=-257/109, 4-11=-255/108 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10, 11, 13 except (jt=lb) 1=282, 8=284, 2=140, 7=130. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.10 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 10 10 11 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-8-5. (lb) - Max Horz 1=-25(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 14, 15, 16, 18, 11 except 1=-112(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 12, 13, 11 except 2=316(LC 10), 14=340(LC 10), 15=315(LC 1), 16=321(LC 11), 18=320(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 8-14=-257/104 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 14, 15, 16, 18, 11 except (jt=lb) 1=112. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 BC WB (Matrix) 0.05 0.08 0.01 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: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, except 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-4-11. (lb) - Max Horz 1=-50(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 2, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 2, 5, 7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2, 5. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.09 0.05 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-4-11. (lb) - Max Horz 1=-71(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 2=-151(LC 6), 4=-131(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4, 6 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) 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) Bearing at joint(s) 1, 5, 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 2=151, 4=131. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.00 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 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 2-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=167/0-3-8, 3=41/Mechanical, 4=17/Mechanical Max Horz 5=150(LC 6) Max Uplift3=-77(LC 6), 4=-39(LC 6) Max Grav 5=167(LC 1), 3=41(LC 1), 4=37(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 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 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=164/0-3-8, 3=37/Mechanical, 4=15/Mechanical Max Horz 5=84(LC 6) Max Uplift5=-11(LC 6), 3=-31(LC 6), 4=-6(LC 6) Max Grav 5=164(LC 1), 3=37(LC 1), 4=34(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 3-4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical. (lb) - Max Horz 4=90(LC 1), 1=206(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2 Max Grav All reactions 250 lb or less at joint(s) 4, 2, 3, 1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 6) Non Standard bearing condition. Review required. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.03 -0.10 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=231/0-3-8, 3=99/Mechanical, 4=42/Mechanical Max Horz 5=216(LC 6) Max Uplift3=-126(LC 6), 4=-26(LC 6) Max Grav 5=231(LC 1), 3=99(LC 1), 4=73(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=126. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Vert(TL) Horz(TL) in -0.00 -0.00 -0.03 (loc) 4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=78/0-3-8, 2=56/Mechanical, 3=23/Mechanical Max Horz 4=92(LC 6) Max Uplift2=-80(LC 6), 3=-25(LC 6) Max Grav 4=92(LC 6), 2=56(LC 1), 3=39(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 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 3-7-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=217/0-3-8, 3=88/Mechanical, 4=39/Mechanical Max Horz 5=117(LC 6) Max Uplift5=-6(LC 6), 3=-77(LC 6), 4=-15(LC 6) Max Grav 5=217(LC 1), 3=88(LC 1), 4=78(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 54 lb up at 3-6-12 on top chord, and 13 lb down and 17 lb up at 3-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 4=-2(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. September 25,2018 Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 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 3-1-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=276/0-5-12, 3=53/Mechanical, 4=21/Mechanical Max Horz 5=122(LC 6) Max Uplift5=-36(LC 6), 3=-40(LC 6), 4=-6(LC 6) Max Grav 5=276(LC 1), 3=53(LC 1), 4=52(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 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 1-7-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=154/0-3-8, 3=22/Mechanical, 4=9/Mechanical Max Horz 5=76(LC 6) Max Uplift5=-12(LC 6), 3=-24(LC 6), 4=-9(LC 6) Max Grav 5=154(LC 1), 3=22(LC 1), 4=26(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.03 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 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 1-10-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=161/0-3-8, 3=33/Mechanical, 4=14/Mechanical Max Horz 5=142(LC 6) Max Uplift3=-70(LC 6), 4=-43(LC 6) Max Grav 5=161(LC 1), 3=33(LC 1), 4=32(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 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 1-7-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=154/0-3-8, 3=22/Mechanical, 4=9/Mechanical Max Horz 5=76(LC 6) Max Uplift5=-12(LC 6), 3=-24(LC 6), 4=-9(LC 6) Max Grav 5=154(LC 1), 3=22(LC 1), 4=26(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.03 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 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 1-10-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=161/0-3-8, 3=33/Mechanical, 4=14/Mechanical Max Horz 5=142(LC 6) Max Uplift3=-70(LC 6), 4=-43(LC 6) Max Grav 5=161(LC 1), 3=33(LC 1), 4=32(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 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 3-3-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=203/0-3-8, 3=77/Mechanical, 4=32/Mechanical Max Horz 5=109(LC 6) Max Uplift5=-7(LC 6), 3=-50(LC 6) Max Grav 5=203(LC 1), 3=77(LC 1), 4=57(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 0.02 -0.07 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 3-4-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=208/0-3-8, 3=80/Mechanical, 4=34/Mechanical Max Horz 5=193(LC 6) Max Uplift3=-109(LC 6), 4=-29(LC 6) Max Grav 5=208(LC 1), 3=80(LC 1), 4=61(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=109. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 7-4-5 13-7-0 6-2-11 15-10-11 2-3-11 23-3-0 7-4-5 -1-0-0 1-0-0 7-4-5 7-4-5 15-10-11 8-6-5 23-3-0 7-4-5 24-3-0 1-0-0 1-7-0 10-2-1 1-7-0 10-2-1 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-5], [3:0-4-8,0-1-4], [4:0-5-2,0-2-0], [5:Edge,0-1-5], [15:0-0-3,0-0-8] 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) 0.95 0.47 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.01 (loc) 12-13 12-13 7 l/defl >999 >861 n/a L/d 240 180 n/a PLATES MT20 Weight: 149 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-8,9-15: 2x4 SPF No.2, 2-13,5-7: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8, 4-8 REACTIONS. All bearings 9-11-8 except (jt=length) 13=0-3-8, 10=0-3-8. (lb) - Max Horz 13=259(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 13, 7 except 9=-342(LC 2) Max Grav All reactions 250 lb or less at joint(s) except 13=777(LC 1), 8=921(LC 1), 7=450(LC 11), 10=272(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-687/150, 4-5=-312/151, 2-13=-715/145, 5-7=-384/146 BOT CHORD 12-13=-320/350, 11-12=-124/337, 11-35=-124/337, 10-35=-124/337, 9-10=-124/337, 8-9=-118/349 WEBS 12-15=0/278, 3-15=0/300, 3-8=-433/108, 4-8=-366/114, 2-12=-152/319, 5-8=-144/300 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) The Fabrication Tolerance at joint 2 = 12%, joint 5 = 12% 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 7 except (jt=lb) 9=342. 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 with fixed 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. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 6-9-8 13-7-0 6-9-8 14-7-0 1-0-0 1-7-0 9-6-1 1-7-0 14.00 12 Plate Offsets (X,Y)-- [7:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.30 0.16 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 236 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-19 REACTIONS. All bearings 13-7-0. (lb) - Max Horz 24=241(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-229(LC 4), 14=-214(LC 5), 23=-221(LC 5), 15=-212(LC 4) Max Grav All reactions 250 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 except 19=363(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-26/312, 6-7=-30/339, 7-8=-30/339, 8-9=-26/312 WEBS 7-19=-441/0 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 18, 17, 16 except (jt=lb) 24=229, 14=214, 23=221, 15=212. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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. September 25,2018 WB (Matrix) 0.42 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.06 -0.07 (loc) 4-5 4-5 3 l/defl >999 >976 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=326/0-5-12, 3=112/Mechanical, 4=44/Mechanical Max Horz 5=153(LC 5) Max Uplift5=-67(LC 5), 3=-101(LC 5), 4=-38(LC 5) Max Grav 5=326(LC 1), 3=112(LC 1), 4=86(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-283/92 NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 5, 101 lb uplift at joint 3 and 38 lb uplift at joint 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 25 lb up at 0-9-7, and 48 lb down and 80 lb up at 3-8-14 on top chord, and 2 lb down and 17 lb up at 0-9-7, and 5 lb down and 52 lb up at 3-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=3(B) 9=2(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. September 25,2018 (Matrix) 0.42 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.06 -0.07 (loc) 4-5 4-5 3 l/defl >999 >976 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=326/0-5-12, 3=112/Mechanical, 4=44/Mechanical Max Horz 5=153(LC 5) Max Uplift5=-67(LC 5), 3=-101(LC 5), 4=-38(LC 5) Max Grav 5=326(LC 1), 3=112(LC 1), 4=86(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-283/92 NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 5, 101 lb uplift at joint 3 and 38 lb uplift at joint 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 79 lb down and 25 lb up at 0-9-7, and 48 lb down and 80 lb up at 3-8-14 on top chord, and 2 lb down and 17 lb up at 0-9-7, and 5 lb down and 52 lb up at 3-8-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=3(F) 9=2(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. September 25,2018 0.37 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 3-6-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=290/0-5-12, 3=71/Mechanical, 4=31/Mechanical Max Horz 5=131(LC 5) Max Uplift5=-40(LC 5), 3=-64(LC 5), 4=-3(LC 5) Max Grav 5=290(LC 1), 3=71(LC 1), 4=63(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-251/84 NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 64 lb uplift at joint 3 and 3 lb uplift at joint 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 70 lb up at 2-8-2 on top chord, and 3 lb down at 2-8-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=-3(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. September 25,2018