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227JGB - Trusses
Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). Liu, Xuegang Pages or sheets covered by this seal: I34162056 thru I34162169 My license renewal date for the state of Indiana is July 31, 2020. B18802255 Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: Wedgewood 227 Bridgemont 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. July 31,2018 Job B18802255 Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162056 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:55 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-2B7gFsgfXX6jgb96ZbpxElqT68rDDqY9sInmHdyssio Scale = 1:36.1 1 2 8 7 6 5 9 10 3 11 4 2x4 6x6 2x4 2x4 2-10-10 2-10-10 5-1-6 2-2-11 -2-10-3 2-10-3 2-10-10 2-10-10 5-1-6 2-2-11 1-10-3 5-0-15 0-7-7 4-5-8 4-0-15 1-0-0 7.57 12 Plate Offsets (X,Y)-- [2:0-2-8,0-3-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job B18802255 Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162057 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:55 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-2B7gFsgfXX6jgb96ZbpxElqVC8tYDqY9sInmHdyssio Scale = 1:36.1 1 2 5 6 7 3 8 9 4 3x6 3x8 5-1-6 5-1-6 -2-10-3 2-10-3 5-1-6 5-1-6 1-10-3 5-0-15 0-7-7 4-5-8 5-0-15 7.57 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 B18802255 Truss CG03 Truss Type Diagonal Hip Girder Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162058 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:56 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-XNh2TChHIrEaHlkI7IKAmyMirYCKyGoJ5yWKp4yssin Scale = 1:38.4 1 2 5 6 7 3 8 9 4 3x4 3x6 6-8-9 6-8-9 -1-8-8 1-8-8 6-8-9 6-8-9 1-10-14 5-5-10 4-10-9 5-5-10 6.36 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 B18802255 Truss CG05 Truss Type Diagonal Hip Girder Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162059 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:56 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-XNh2TChHIrEaHlkI7IKAmyMk0YDGyGoJ5yWKp4yssin Scale: 1/2"=1' 1 2 5 3 4 3x4 3x6 2-9-3 2-9-3 -1-8-8 1-8-8 2-9-3 2-9-3 1-10-14 3-4-8 0-7-0 2-9-7 3-4-8 6.36 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 Job B18802255 Truss CG06 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162060 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:57 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-?ZFQgYhv39MRvvJUh0rPJAvuVyYphiMSKcGtMWyssim Scale = 1:43.9 1 2 3 5 4 6 7 8 9 10 2x4 6x6 3x6 4x6 4-2-13 4-2-7 -4-6-7 4-6-7 4-2-13 4-2-13 4-4-14 6-7-13 6.36 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC Job B18802255 Truss CG07 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162061 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:57 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-?ZFQgYhv39MRvvJUh0rPJAvuTyZShj2SKcGtMWyssim Scale = 1:28.9 1 2 5 6 7 3 8 9 4 3x4 3x6 4-4-2 4-4-2 -2-2-13 2-2-13 4-4-2 4-4-2 1-5-9 4-2-7 0-7-7 3-7-0 4-2-7 7.57 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 B18802255 Truss CG08 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162062 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:58 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-TmopuuiYqSUIX3uhFjNerNS8fLvKQ9FcZG?Ruyyssil Scale = 1:30.4 1 2 3 4 7 6 5 8 9 2x4 4x6 2x4 8x8 3x6 4x6 1-9-10 1-9-10 4-1-3 2-3-9 -1-7-13 1-7-13 1-9-10 1-9-10 4-1-3 2-3-9 1-8-0 4-5-6 3-1-14 1-3-8 3-5-6 1-0-0 8.14 12 8.14 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job B18802255 Truss CG09 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162063 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:58 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-TmopuuiYqSUIX3uhFjNerNS8fLvKQ9HcZG?Ruyyssil Scale = 1:30.4 1 2 3 4 7 6 5 8 9 2x4 4x6 2x4 8x8 3x6 4x6 1-9-10 1-9-10 4-1-3 2-3-9 -1-7-13 1-7-13 1-9-10 1-9-10 4-1-3 2-3-9 1-8-0 4-5-6 3-1-14 1-3-8 3-5-6 1-0-0 8.14 12 8.14 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job B18802255 Truss CG10 Truss Type Diagonal Hip Girder Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162064 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:58 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-TmopuuiYqSUIX3uhFjNerNS4oLvyQAIcZG?Ruyyssil Scale = 1:26.3 1 2 5 6 3 7 4 3x4 3x6 3-7-11 3-7-11 -2-2-13 2-2-13 3-7-11 3-7-11 1-5-9 3-9-2 7.57 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.35 0.05 Job B18802255 Truss GE01 Truss Type GABLE Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162065 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:19:59 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-xyMB5DjAbmc88DTtoRutOb_74l4y9Wrlnwl_QOyssik Scale = 1:84.5 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 10 11 3x6 4x8 5x12 3x4 3x6 3x8 3x8 3x4 3x6 3x8 4x6 4x8 3x12 2x4 7-7-8 7-7-8 7-9-4 0-1-12 11-0-8 3-3-4 14-2-12 3-2-4 14-5-8 0-2-12 23-7-4 9-1-12 30-11-0 7-3-12 31-11-0 1-0-0 Job B18802255 Truss GE02 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162066 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:00 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-P8wZJZkoM4k?mM13M8P6woXRU9biu45u0ZUXyryssij Scale = 1:30.1 1 2 3 4 5 6 9 8 7 2x4 2x4 3x6 4x6 2x4 2x4 2x4 2x4 -1-2-8 1-2-8 4-6-15 4-6-15 0-10-14 4-4-1 9.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC Job B18802255 Truss GE03 Truss Type GABLE Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162067 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:00 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-P8wZJZkoM4k?mM13M8P6woXQP9SNuxRu0ZUXyryssij Scale = 1:110.1 1 2 3 4 5 6 7 12 11 10 9 8 3x6 4x8 3x6 6x16 3x4 4x6 4x10 4x6 4x6 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4x6 0-5-8 0-5-8 2-6-15 2-1-7 4-10-6 2-3-7 7-1-14 2-3-7 13-3-11 6-1-13 2-6-15 2-6-15 4-10-6 Job B18802255 Truss GE04 Truss Type Monopitch Structural Gable Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162068 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:01 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-tLUxWvkQ7NssOWcGwswLT03biZvGdV_2FDE5VHyssii Scale = 1:78.1 1 2 3 7 6 5 4 3x4 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 2-3-8 2-3-8 -1-7-4 1-7-4 6-4-0 6-4-0 4-2-7 8-11-7 8-7-15 0-3-8 8-11-7 9.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Job B18802255 Truss GE05 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162069 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:01 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-tLUxWvkQ7NssOWcGwswLT03WoZsOdV12FDE5VHyssii Scale = 1:78.2 1 2 3 4 5 6 7 8 9 1817 16 15 14 13 12 1110 3x6 3x6 4x6 3x6 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 9-7-0 9-7-0 4-9-8 4-9-8 9-7-0 4-9-8 3-3-13 8-10-14 3-3-13 14.00 12 Plate Offsets (X,Y)-- [5:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job B18802255 Truss GE06 Truss Type Half Hip Structural Gable Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162070 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:02 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-LX2JjFl2uh_j?gBSUZRa0DcorzFKM_IBTtze1jyssih Scale = 1:30.3 1 2 3 7 6 5 4 2x4 4x6 4x10 2x4 5x6 3x4 3-3-11 3-3-11 4-0-8 0-8-13 5-2-6 1-1-14 3-6-0 3-6-0 5-2-6 1-8-6 1-1-3 3-6-6 3-8-11 1-3-4 2-3-2 9.00 12 9.00 12 Plate Offsets (X,Y)-- [2:0-5-0,0-0-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job B18802255 Truss GE07 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162071 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:02 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-LX2JjFl2uh_j?gBSUZRa0DcnVzH6M_XBTtze1jyssih Scale = 1:34.1 1 2 3 4 2x4 7 6 5 2x4 2x4 2x4 2x4 2x4 2x4 4-4-1 4-4-1 0-0-4 5-0-12 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.04 0.05 DEFL. Job B18802255 Truss J01 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162072 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:02 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-LX2JjFl2uh_j?gBSUZRa0DcidzDXM_HBTtze1jyssih Scale = 1:25.8 1 2 5 3 4 3x6 3x8 1-6-3 1-6-3 -1-6-8 1-6-8 1-6-3 1-6-3 1-10-3 3-7-7 3-0-5 3-7-7 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.27 Job B18802255 Truss J02 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162073 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:03 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-pjcixbmgf?6adqme1HypYR9sNMZm5RXLiXjCZAyssig Scale = 1:25.8 1 2 5 3 4 3x6 3x8 1-6-3 1-6-3 -1-6-8 1-6-8 1-6-3 1-6-3 1-10-3 3-7-7 3-0-5 3-7-7 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.27 Job B18802255 Truss J03 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162074 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:03 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-pjcixbmgf?6adqme1HypYR9v1Mb65RXLiXjCZAyssig Scale = 1:29.7 1 2 5 3 4 3x4 3x4 4-2-15 4-2-15 -1-6-8 1-6-8 4-2-15 4-2-15 1-1-14 4-4-2 0-5-8 3-10-10 4-4-2 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 Job B18802255 Truss J04 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162075 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:03 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-pjcixbmgf?6adqme1HypYR9yMMag5RXLiXjCZAyssig Scale = 1:29.7 1 2 7 6 5 3 4 2x4 5x8 2x4 2x4 1-8-0 1-8-0 4-2-15 2-6-15 -1-6-8 1-6-8 1-8-0 1-8-0 4-2-15 2-6-15 1-1-14 4-4-2 3-4-2 3-10-10 1-0-0 9.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job B18802255 Truss J05 Truss Type Jack-Open Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162076 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:04 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-IvA48xnIQIERF_Lrb_T25eh6xmxnqunUxBSl5cyssif Scale = 1:19.0 1 2 5 3 4 3x4 3x4 0-9-15 0-9-15 -1-2-8 1-2-8 0-9-15 0-9-15 1-10-14 2-6-5 2-0-13 2-6-5 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.15 Job B18802255 Truss J06 Truss Type Jack-Open Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162077 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:04 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-IvA48xnIQIERF_Lrb_T25eh3CmwRqunUxBSl5cyssif Scale = 1:28.1 1 2 5 3 4 3x6 3x6 2-9-15 2-9-15 -1-2-8 1-2-8 2-9-15 2-9-15 1-10-14 4-0-5 3-6-13 4-0-5 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.49 0.24 Job B18802255 Truss J07 Truss Type Jack-Open Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162078 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:04 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-IvA48xnIQIERF_Lrb_T25eh3CmwRqunUxBSl5cyssif Scale = 1:28.1 1 2 5 3 4 3x6 3x6 2-9-15 2-9-15 -1-2-8 1-2-8 2-9-15 2-9-15 1-10-14 4-0-5 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.49 0.24 0.00 DEFL. Job B18802255 Truss J08 Truss Type Jack-Open Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162079 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:05 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-m6jSMHoxAcMIs8w19h?HdsEHhAG0ZL0dArCIe2yssie Scale = 1:19.0 1 2 5 3 4 3x4 3x4 0-9-15 0-9-15 -1-2-8 1-2-8 0-9-15 0-9-15 1-10-14 2-6-5 2-0-13 2-6-5 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.15 Job B18802255 Truss J09 Truss Type Jack-Open Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162080 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:05 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-m6jSMHoxAcMIs8w19h?HdsEAbADVZL0dArCIe2yssie Scale = 1:36.7 1 2 5 3 4 3x6 3x6 4-9-8 4-9-8 -1-2-8 1-2-8 4-9-8 4-9-8 1-10-14 5-6-0 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.38 0.00 DEFL. Job B18802255 Truss J10 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162081 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:05 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-m6jSMHoxAcMIs8w19h?HdsEFFAFIZL0dArCIe2yssie Scale = 1:24.3 1 2 5 3 4 3x4 3x6 2-0-0 2-0-0 -1-2-8 1-2-8 2-0-0 2-0-0 1-10-14 3-4-14 0-5-8 2-11-6 3-4-14 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 Job B18802255 Truss J11 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162082 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:06 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-EIHqZdoZxwU9UHVDjPWWA3nKWaS8IoGnOVxsAUyssid Scale = 1:36.6 1 2 5 3 4x8 4 3x12 1-2-15 1-2-15 -3-2-8 3-2-8 1-2-15 1-2-15 4-4-14 5-4-1 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.82 0.80 0.00 DEFL. Vert(LL) Job B18802255 Truss J12 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162083 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:06 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-EIHqZdoZxwU9UHVDjPWWA3nMiaXFIoGnOVxsAUyssid Scale = 1:41.5 1 2 5 3 4 3x12 6-8-7 6-8-7 -1-2-8 1-2-8 6-8-7 6-8-7 0-10-14 5-11-3 5-5-11 5-11-3 9.00 12 Plate Offsets (X,Y)-- [5:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.47 Job B18802255 Truss J13 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162084 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:06 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-EIHqZdoZxwU9UHVDjPWWA3nRTacEIoGnOVxsAUyssid Scale = 1:20.4 1 2 5 3 4 3x4 3x6 1-1-3 1-1-3 -1-2-8 1-2-8 1-1-3 1-1-3 1-5-9 2-8-15 2-1-13 2-8-15 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.15 Job B18802255 Truss J14 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162085 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:06 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-EIHqZdoZxwU9UHVDjPWWA3nTGadGIoGnOVxsAUyssid Scale = 1:22.8 1 2 5 3 4 2x4 3x4 3-0-4 3-0-4 -1-2-8 1-2-8 3-0-4 3-0-4 0-10-14 3-2-2 2-8-10 3-2-2 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.09 Job B18802255 Truss J15 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162086 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:07 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-iUrCnzpBiDd06R4PG61ljHJf8_z21FWwd9hPixyssic Scale = 1:17.5 1 2 6 5 7 3 4 6x8 3x4 0-9-7 0-9-7 1-2-2 0-4-11 -0-11-8 0-11-8 1-2-2 1-2-2 1-3-11 2-3-8 1-11-0 1-9-11 0-4-7 10.00 12 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC Job B18802255 Truss J16 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162087 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:07 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-iUrCnzpBiDd06R4PG61ljHJfd__01FWwd9hPixyssic Scale = 1:17.6 1 2 7 6 5 3 4 6x10 3x4 0-9-13 0-9-13 1-2-8 0-4-11 -0-11-8 0-11-8 1-2-8 1-2-8 1-3-11 2-3-12 1-11-0 1-9-15 0-4-12 10.00 12 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC Job B18802255 Truss J17 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162088 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:07 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-iUrCnzpBiDd06R4PG61ljHJb?_y11FWwd9hPixyssic Scale = 1:21.2 1 2 5 3 4 3x6 3x6 -0-11-8 0-11-8 1-0-8 1-0-8 1-8-0 2-10-10 0-7-2 2-3-8 2-0-2 0-10-8 14.00 12 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 Job B18802255 Truss J18 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162089 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:08 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-AhPa_IqpTXltjbfcqqY_FUsmkNIGmim4spQyFNyssib Scale = 1:21.2 1 2 5 3 4 3x6 3x6 -0-11-8 0-11-8 1-0-8 1-0-8 1-8-0 2-10-10 2-0-2 2-3-8 0-10-8 14.00 12 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.18 Job B18802255 Truss J19 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162090 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:08 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-AhPa_IqpTXltjbfcqqY_FUspkNJrmim4spQyFNyssib Scale = 1:22.0 1 2 5 3 4 2x4 3x4 2-10-4 2-10-4 -1-2-8 1-2-8 2-10-4 2-10-4 0-10-14 3-0-9 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.08 0.00 DEFL. Job B18802255 Truss J20 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162091 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:08 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-AhPa_IqpTXltjbfcqqY_FUspkNJrmim4spQyFNyssib Scale = 1:22.0 1 2 5 3 4 2x4 3x4 2-10-4 2-10-4 -1-2-8 1-2-8 2-10-4 2-10-4 0-10-14 3-0-9 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.08 0.00 DEFL. Job B18802255 Truss M01 Truss Type MONOPITCH Qty 4 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162092 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:09 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-etzzBerRErtkLlDoOX3DoiPzWnfCV8eD4TAWnpyssia Scale = 1:43.7 1 2 3 4 8 7 6 5 2x4 2x4 3x6 3x6 3x4 4x8 3x4 1-8-0 1-8-0 4-1-0 2-5-0 -1-6-8 1-6-8 1-8-0 1-8-0 4-1-0 2-5-0 1-10-3 6-7-6 5-3-14 1-3-8 5-7-6 1-0-0 14.00 12 Plate Offsets (X,Y)-- [6:0-5-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job B18802255 Truss M02 Truss Type MONOPITCH Qty 3 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162093 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:09 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-etzzBerRErtkLlDoOX3DoiP_jnetV82D4TAWnpyssia Scale = 1:43.7 1 2 3 5 4 2x4 2x4 3x6 3x4 4-1-0 4-1-0 -1-6-8 1-6-8 4-1-0 4-1-0 1-10-3 6-7-6 6-3-14 0-3-8 6-7-6 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) Job B18802255 Truss M03 Truss Type MONOPITCH Qty 17 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162094 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:09 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-etzzBerRErtkLlDoOX3DoiPsxndTV84D4TAWnpyssia Scale = 1:51.8 1 2 3 5 4 3x4 3x4 5x8 5x6 6-9-8 6-9-8 -1-2-8 1-2-8 6-9-8 6-9-8 1-10-14 7-0-0 6-8-8 0-3-8 7-0-0 9.00 12 Plate Offsets (X,Y)-- [2:0-3-8,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 Job B18802255 Truss M04 Truss Type Monopitch Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162095 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:10 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-63XLP_r3?8?bzvo_yFaSKvx8NBzHEaENJ7v3JGyssiZ Scale = 1:63.3 1 2 3 6 5 4 3x4 2x4 2x4 3x4 3x6 2x4 5-1-12 5-1-12 10-3-8 5-1-12 5-1-12 5-1-12 10-3-8 5-1-12 0-10-14 8-7-8 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job B18802255 Truss M05 Truss Type Monopitch Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162096 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:10 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-63XLP_r3?8?bzvo_yFaSKvx6GBzsEaDNJ7v3JGyssiZ Scale = 1:65.8 1 2 3 5 4 3x4 2x4 4x6 4x6 6-4-0 6-4-0 -1-7-4 1-7-4 6-4-0 6-4-0 4-2-7 8-11-7 8-7-15 0-3-8 8-11-7 9.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB Job B18802255 Truss M06 Truss Type MONOPITCH Qty 5 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162097 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:10 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-63XLP_r3?8?bzvo_yFaSKvxAqB?dEbdNJ7v3JGyssiZ Scale = 1:38.5 1 2 3 5 4 2x4 2x4 3x6 3x4 3-8-0 3-8-0 -1-2-8 1-2-8 3-8-0 3-8-0 1-5-9 5-8-14 5-5-6 0-3-8 5-8-14 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 Job B18802255 Truss M07 Truss Type Monopitch Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162098 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:11 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-aG5jcKshmS7Rb3NBVy6ht7UKabJfz2OWYnfdriyssiY Scale = 1:38.5 1 2 4 3 3x6 2x4 2x4 3x4 3-8-0 3-8-0 3-8-0 3-8-0 1-5-9 5-8-14 5-5-6 0-3-8 5-8-14 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.14 0.07 Job B18802255 Truss M08 Truss Type Monopitch Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162099 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:11 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-aG5jcKshmS7Rb3NBVy6ht7ULXbKwz18WYnfdriyssiY Scale = 1:38.7 1 2 3 6 5 4 2x4 4x6 2x4 5x6 3x6 3x4 3-3-11 3-3-11 5-2-6 1-10-11 3-3-11 3-3-11 5-2-6 1-10-11 1-1-3 5-0-0 2-5-5 2-6-10 2-8-13 2-3-2 9.00 12 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job B18802255 Truss M09 Truss Type Monopitch Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162100 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:11 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-aG5jcKshmS7Rb3NBVy6ht7ULRbKNz3xWYnfdriyssiY Scale = 1:31.0 1 2 3 4 7 6 5 2x4 2x4 5x6 3x6 2x4 3x4 1-7-8 1-7-8 3-10-8 2-3-0 -0-11-8 0-11-8 1-7-8 1-7-8 3-10-8 2-3-0 1-3-11 4-6-7 3-2-15 1-3-8 3-6-7 1-0-0 10.00 12 9.00 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 Job B18802255 Truss M10 Truss Type MONOPITCH Qty 6 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162101 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:12 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-3Sf5qgtKXmFICCyN3gdwQK1WK_gUiVBfnROAO8yssiX Scale = 1:36.0 1 2 3 5 4 2x4 2x4 3x6 3x4 3-3-11 3-3-11 -1-2-8 1-2-8 3-3-11 3-3-11 1-5-9 5-3-14 5-0-6 0-3-8 5-3-14 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 Job B18802255 Truss MG01 Truss Type Monopitch Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162102 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:12 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-3Sf5qgtKXmFICCyN3gdwQK1W7_fuiW7fnROAO8yssiX Scale = 1:44.3 1 2 3 5 4 6 2x4 2x4 3x6 4x6 3-3-8 3-3-8 -1-7-4 1-7-4 3-3-8 3-3-8 4-2-7 6-8-1 6-4-9 0-3-8 6-8-1 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB Job B18802255 Truss PB01 Truss Type Piggyback Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162103 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:13 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-XeCT10uyI3N9qMXZdN89yYZhbO_ARyup?58jwayssiW Scale = 1:29.9 12 3 4 5 6 4x6 3x4 3x4 2x4 10-4-0 10-4-0 5-2-0 5-2-0 10-4-0 5-2-0 0-4-10 3-10-8 0-1-8 0-4-10 0-1-8 9.00 12 Plate Offsets (X,Y)-- [2:0-1-13,0-1-8], [4:0-1-13,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB Job B18802255 Truss PB02 Truss Type Piggyback Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162104 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:13 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-XeCT10uyI3N9qMXZdN89yYZi7O0uRzHp?58jwayssiW Scale = 1:22.3 1 2 3 4 56 8 7 4x6 4x6 3x4 3x4 2x4 2x4 10-4-0 10-4-0 10-4-0 10-4-0 0-4-10 2-9-0 2-10-14 0-1-8 0-4-10 0-1-8 2-7-8 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job B18802255 Truss PB03 Truss Type Piggyback Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162105 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:13 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-XeCT10uyI3N9qMXZdN89yYZhRO03Rz5p?58jwayssiW Scale = 1:18.4 1 2 3 4 5 6 7 10 9 8 4x6 4x6 2x4 2x4 2x4 2x4 2x4 2x4 10-4-0 10-4-0 10-4-0 10-4-0 0-4-10 1-3-0 1-4-14 0-1-8 0-4-10 0-1-8 1-1-8 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC Job B18802255 Truss PB04 Truss Type GABLE Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162106 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:14 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-?rmsFMua3NV0SW6mB4fOVl6sZoMuAOCyEltHS1yssiV Scale = 1:31.3 12 3 4 5 6 7 8 9 10 15 14 13 12 11 4x8 4x10 4x8 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 17-2-11 17-2-11 12-9-5 12-9-5 13-2-13 0-5-8 17-2-11 3-11-13 0-4-10 1-8-2 1-4-0 1-10-0 0-1-8 0-4-10 0-1-8 1-6-10 9.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-6], [8:0-4-0,0-1-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job B18802255 Truss PB05 Truss Type Piggyback Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162107 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:14 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-?rmsFMua3NV0SW6mB4fOVl6tIoMrAOFyEltHS1yssiV Scale = 1:27.8 1 2 3 4 5 6 7 10 9 8 4x8 4x8 3x4 3x4 2x4 2x4 2x4 2x4 15-2-11 15-2-11 4-5-5 4-5-5 10-9-5 6-4-0 15-2-11 4-5-5 0-4-10 3-2-2 3-4-0 0-1-8 0-4-10 0-1-8 3-0-10 9.00 12 Plate Offsets (X,Y)-- [2:0-1-15,0-1-8], [3:0-4-0,0-1-6], [5:0-4-0,0-1-6], [6:0-1-15,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job B18802255 Truss PB06 Truss Type Piggyback Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162108 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:15 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-T1KESivCqhdt3ghykoAd1zf0bCiyvrB6TPdq_TyssiU Scale = 1:35.6 1 2 3 4 5 6 7 8 12 11 10 9 4x8 4x8 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 15-2-11 15-2-11 15-2-11 15-2-11 0-4-10 4-8-2 4-10-0 0-1-8 0-4-10 0-1-8 4-6-10 9.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-6], [5:0-4-0,0-1-6] 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 Job B18802255 Truss PB07 Truss Type Piggyback Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162109 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:15 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-T1KESivCqhdt3ghykoAd1zf0aCiAvro6TPdq_TyssiU Scale = 1:43.8 1 2 3 4 5 6 7 10 9 8 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 15-2-11 15-2-11 7-7-5 7-7-5 15-2-11 7-7-5 0-4-10 5-8-8 0-1-8 0-4-10 0-1-8 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job B18802255 Truss T01 Truss Type Roof Special Qty 7 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162110 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:16 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-xDucf1wqb_lkhqG8IVhsaAB?Vctre51Fh3MOXvyssiT Scale = 1:80.5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 3x8 4x8 5x12 3x6 3x6 6x10 3x6 2x4 3x6 2x4 3x8 4x6 4x8 3x12 8-4-5 8-4-5 14-2-12 5-10-7 23-7-4 9-4-8 30-11-0 7-3-12 33-11-0 3-0-0 -0-10-8 0-10-8 8-4-5 8-4-5 16-3-8 7-11-3 23-7-4 Job B18802255 Truss T02 Truss Type Hip Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162111 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:16 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-xDucf1wqb_lkhqG8IVhsaAB8Xcxme7KFh3MOXvyssiT Scale = 1:69.3 1 2 3 4 5 6 7 8 18 17 16 15 14 13 12 11 10 9 19 4x8 4x6 4x6 2x4 3x12 3x4 2x4 4x6 3x6 3x8 3x6 4x8 3x8 3x6 4x10 5x12 1-8-0 1-8-0 5-6-0 3-10-0 10-4-11 4-10-11 14-11-0 4-6-5 20-5-3 5-6-3 25-7-8 5-2-5 -1-6-8 1-6-8 1-8-0 1-8-0 Job B18802255 Truss T03 Truss Type Roof Special Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162112 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:17 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-PQS_tNxSMItbJ_rKsDC57OkJt?CjNaCPwj6x3MyssiS Scale = 1:88.0 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 19 13 12 11 3x6 4x6 3x6 2x4 5x12 8x8 2x4 2x4 2x4 4x6 3x6 4x8 3x6 3x8 4x6 3x6 4x10 1-8-0 1-8-0 7-3-12 5-7-12 14-11-0 7-7-4 20-1-8 5-2-8 25-7-8 5-6-0 -1-6-8 1-6-8 1-8-0 Job B18802255 Truss T04 Truss Type Common Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162113 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:18 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-tc0M4jy47c?Sw8PXQwkKfbHRLPXe65xY9NrUboyssiR Scale = 1:82.4 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 3x6 4x6 3x6 3x8 3x6 4x6 3x6 4x6 3x6 3x8 3x8 3x6 8-8-13 8-8-13 17-2-3 8-5-5 25-11-0 8-8-13 -1-6-8 1-6-8 6-0-0 6-0-0 12-11-8 6-11-8 19-11-0 6-11-8 25-11-0 6-0-0 27-5-8 1-6-8 1-1-14 10-10-8 1-1-14 Job B18802255 Truss T05 Truss Type Hip Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162114 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:18 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-tc0M4jy47c?Sw8PXQwkKfbHRqPY961BY9NrUboyssiR Scale = 1:85.2 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 22 23 24 25 26 5x8 3x6 4x8 3x6 4x6 3x6 3x6 3x4 3x6 3x6 4x8 4x6 3x4 4x6 4x6 3x4 5x8 3x6 8-9-8 8-9-8 17-9-8 9-0-0 26-9-8 9-0-0 35-9-8 9-0-0 44-7-0 8-9-8 -1-2-8 1-2-8 4-0-0 4-0-0 8-9-8 Job B18802255 Truss T06 Truss Type Hip Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162115 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 16:55:25 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-jEmKCivtXNPmDdDodgZcBAL2zIjmlRpL6xwz6ByspYm Scale = 1:84.3 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 20 21 22 23 24 13 25 26 12 6x6 3x6 3x6 3x6 4x6 4x8 2x4 3x4 4x6 6x6 3x6 4x6 3x6 4x8 4x8 3x6 3x6 10-9-8 10-9-8 18-4-15 7-7-7 26-2-1 7-9-3 33-9-8 7-7-7 44-7-0 10-9-8 -1-2-8 1-2-8 5-0-0 5-0-0 10-9-8 5-9-8 18-4-15 7-7-7 Job B18802255 Truss T07 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162116 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:20 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-q_77VPzLeDFAARZvXLmok0MgCDDxauIrchKbghyssiP Scale = 1:104.4 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 5x6 5x6 8x8 3x12 3x4 3x6 5x6 4x10 3x8 3x8 2x4 3x8 3x8 5x6 5x12 4x6 3x4 5x6 5x6 3x8 MT18HS 5-9-0 5-9-0 12-0-0 6-3-0 15-5-8 3-5-8 23-7-8 8-2-0 31-9-8 8-2-0 38-0-8 6-3-0 Job B18802255 Truss T08 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162117 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:20 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-q_77VPzLeDFAARZvXLmok0MgaDCcaucrchKbghyssiP Scale = 1:100.6 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 22 23 24 25 26 15 27 14 13 5x6 5x6 5x6 3x6 5x6 3x8 3x6 4x6 4x8 2x4 3x8 3x8 5x6 4x8 3x6 4x8 3x4 5x6 3x8 MT18HS 10-0-0 10-0-0 15-0-3 5-0-3 23-7-8 8-7-5 32-2-13 8-7-5 38-6-0 6-3-3 44-7-0 6-1-0 -1-2-8 1-2-8 5-1-12 5-1-12 10-0-0 4-10-4 Job B18802255 Truss T09 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162118 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:21 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-IBhVjl_zPXN1nb8653H1HEuvvdZ?JLT_rL48C7yssiO Scale = 1:98.8 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 6x6 5x6 5x8 6x6 5x6 4x8 3x6 4x8 3x6 2x4 3x8 3x8 5x6 5x12 3x4 4x8 3x4 5x6 3x16 MT18HS 8-0-0 8-0-0 15-0-3 7-0-3 22-9-4 7-9-1 30-2-13 7-5-9 30-3-0 0-0-3 32-3-0 2-0-0 38-6-0 6-3-0 44-7-0 6-1-0 Job B18802255 Truss T10 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162119 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:22 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-mNFtw5?bAqVuPljIfmoGqRR1S0t82oo84?pikZyssiN Scale = 1:99.1 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 6x6 5x6 5x8 5x8 5x6 6x6 3x4 5x12 3x8 3x6 2x4 3x8 3x6 3x8 4x6 5x6 4x8 3x6 3x8 6-0-0 6-0-0 15-0-3 9-0-3 22-7-8 7-7-5 30-2-13 7-7-5 34-3-0 4-0-3 44-7-0 10-4-0 -1-2-8 1-2-8 6-0-0 6-0-0 Job B18802255 Truss T11 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162120 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:23 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-EZpF7R?Dx8ek1vIUCTJVMf_FsQFKnGOHIeZFG?yssiM Scale = 1:98.8 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 8x8 5x6 5x6 5x6 5x6 6x6 3x4 4x8 6x6 3x8 3x8 2x4 3x8 3x8 4x6 4x6 3x4 4x8 3x8 3x6 4-0-0 4-0-0 6-8-0 2-8-0 15-0-3 8-4-3 22-7-8 7-7-5 30-2-13 7-7-5 36-3-0 6-0-3 44-7-0 8-4-0 Job B18802255 Truss T12 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162121 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:23 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-EZpF7R?Dx8ek1vIUCTJVMf_DrQK6nRPHIeZFG?yssiM Scale: 1/8"=1' 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 3x6 5x6 4x6 3x12 4x6 4x6 3x6 3x6 2x4 3x8 3x4 3x8 3x4 4x6 7-4-0 7-4-0 14-9-8 7-5-8 25-1-8 10-4-0 29-4-0 4-2-8 7-4-0 7-4-0 14-9-8 7-5-8 19-11-8 5-2-0 25-1-8 5-2-0 29-4-0 4-2-8 0-10-14 12-0-0 8-10-2 12-0-0 Job B18802255 Truss T13 Truss Type Piggyback Base Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162122 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:24 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-imNeLn0riSmbe3thmBqkvsWNKqcQWprQXIIppSyssiL Scale = 1:95.0 12 3 4 5 6 7 8 9 14 13 19 20 12 21 22 11 23 10 3x6 4x6 4x6 8x10 4x6 3x8 3x6 2x4 3x8 3x4 5x8 2x4 4x6 7-4-0 7-4-0 14-9-8 7-5-8 25-1-8 10-4-0 29-7-8 4-6-0 -1-2-8 1-2-8 7-4-0 7-4-0 14-9-8 7-5-8 19-11-8 5-2-0 25-1-8 5-2-0 29-7-8 4-6-0 0-10-14 12-0-0 8-7-8 12-0-0 9.00 12 Job B18802255 Truss T14 Truss Type Hip Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162123 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:24 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-imNeLn0riSmbe3thmBqkvsWOmqZMWu0QXIIppSyssiL Scale = 1:93.0 1 2 3 4 5 6 7 8 9 10 11 12 13 19 18 17 16 15 14 28 29 30 31 32 33 3x6 5x6 5x6 3x6 10x16 4x6 3x8 3x6 2x4 3x8 3x4 3x8 3x6 2x4 10x16 4x6 3x8 7-5-12 7-5-12 14-8-0 7-2-4 25-3-0 10-7-0 32-5-4 7-2-4 39-11-0 7-5-12 -1-2-8 1-2-8 7-5-12 Job B18802255 Truss T15 Truss Type Hip Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162124 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:25 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-Ayx0Y61TTluSGCStKuMzR33bbEwbFHgamy2MLuyssiK Scale = 1:90.5 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 27 28 29 13 12 30 5x6 5x6 10x10 4x6 3x6 5x6 2x4 3x6 3x8 2x4 3x6 5x6 2x4 10x10 4x6 3x6 6-5-12 6-5-12 12-8-0 6-2-4 19-11-8 7-3-8 27-3-0 7-3-8 33-5-4 6-2-4 39-11-0 6-5-12 -1-2-8 1-2-8 6-5-12 6-5-12 12-8-0 Job B18802255 Truss T16 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162125 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:26 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-e8VOmS26E30JuM13uctC_HckpeG__kfj?cnvtKyssiJ Scale = 1:91.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 20 19 18 17 16 15 29 30 31 5x6 5x6 5x6 5x8 5x6 8x10 4x6 3x6 3x8 2x4 3x4 6x10 3x12 3x6 2x4 10x10 4x6 3x6 10-8-0 10-8-0 21-0-0 10-4-0 27-7-0 6-7-0 29-3-0 1-8-0 39-11-0 Job B18802255 Truss T17 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162126 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:26 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-e8VOmS26E30JuM13uctC_Hci0eI5_mij?cnvtKyssiJ Scale = 1:84.4 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 3x8 4x6 3x4 3x6 3x6 3x8 3x8 4x10 3x6 2x4 5x6 5x12 4x6 3x6 8-3-8 8-3-8 16-3-8 8-0-0 24-7-0 8-3-8 31-11-0 7-4-0 8-3-8 8-3-8 16-3-8 8-0-0 24-7-0 8-3-8 28-1-4 3-6-4 Job B18802255 Truss T18 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162127 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:27 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-6L3mzo3k?N8AVWbFRJORXU81e1k2j9AtDGXTPnyssiI Scale = 1:68.8 1 2 3 4 5 9 8 7 6 10 11 5x6 4x8 4x8 3x6 2x4 3x4 3x4 3x6 3x6 3x6 4-0-0 4-0-0 6-0-0 2-0-0 12-6-8 6-6-8 -1-2-8 1-2-8 4-0-0 4-0-0 6-0-0 2-0-0 12-6-8 6-6-8 1-10-14 4-9-0 9-9-12 1-0-0 9-9-12 4-9-0 9.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-2], [5:0-4-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job B18802255 Truss T19 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162128 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:27 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-6L3mzo3k?N8AVWbFRJORXU82R1lwjArtDGXTPnyssiI Scale = 1:68.8 1 2 3 4 5 9 8 7 6 10 11 5x6 4x8 4x8 3x6 2x4 3x4 3x4 3x6 3x6 3x6 4-6-0 4-6-0 6-6-0 2-0-0 12-6-8 6-0-8 -1-2-8 1-2-8 4-6-0 4-6-0 6-6-0 2-0-0 12-6-8 6-0-8 1-10-14 5-1-8 9-9-12 1-0-0 9-9-12 5-1-8 9.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-2], [5:0-4-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job B18802255 Truss T20 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162129 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:28 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-bXc8B83MmgG17gAS?1vg3ih6mRzVSYZ0SwG0yDyssiH Scale = 1:79.8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x6 4x8 5x12 3x4 3x6 6x10 3x6 2x4 3x6 2x4 3x8 4x6 4x8 3x12 7-9-4 7-9-4 7-11-0 0-1-12 14-2-12 6-3-12 23-7-4 9-4-8 30-11-0 7-3-12 33-11-0 3-0-0 7-9-4 7-9-4 16-3-8 8-6-4 23-7-4 Job B18802255 Truss T21 Truss Type ROOF SPECIAL Qty 3 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162130 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:28 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-bXc8B83MmgG17gAS?1vg3ihDzR1pSbF0SwG0yDyssiH Scale = 1:110.1 1 2 3 4 5 6 7 12 11 10 9 8 3x6 4x8 3x6 6x16 3x4 4x6 4x10 4x6 4x6 4x6 2x4 4x6 0-5-8 0-5-8 2-6-15 2-1-7 4-10-6 2-3-7 7-1-14 2-3-7 13-3-11 6-1-13 2-6-15 2-6-15 4-10-6 2-3-7 7-1-14 2-3-7 10-5-6 3-3-9 13-3-11 2-10-5 1-0-1 Job B18802255 Truss T22 Truss Type Roof Special Qty 3 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162131 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:29 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-3jAXOU4_X_OulqleZkQvcvEK8rMOB?YAha0aUfyssiG Scale = 1:108.5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 4x6 3x6 5x8 3x6 4x10 4x6 4x6 3x6 8x10 3x6 2x4 3x8 3x8 3x8 6x10 4x6 5x8 5-10-2 5-10-2 11-4-11 5-6-10 16-11-6 5-6-11 22-0-0 5-0-10 25-1-12 3-1-12 28-7-0 3-5-4 Job B18802255 Truss T23 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162132 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:29 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-3jAXOU4_X_OulqleZkQvcvEDFrNfB?YAha0aUfyssiG Scale = 1:109.0 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 4x10 4x6 4x6 4x6 3x6 5x8 3x4 3x6 8x8 3x6 2x4 3x8 3x8 4x8 6x10 4x8 5x8 5-10-2 5-10-2 11-4-11 5-6-10 16-11-6 5-6-11 22-0-0 5-0-10 25-1-12 3-1-12 28-7-0 3-5-4 5-10-2 5-10-2 Job B18802255 Truss T25 Truss Type Common Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162133 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:29 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-3jAXOU4_X_OulqleZkQvcvEIkrIwB19Aha0aUfyssiG Scale = 1:65.9 1 2 3 4 5 6 7 10 9 8 4x6 3x4 5x12 4x6 4x6 3x6 2x4 3x8 4x6 4x6 10-3-12 10-3-12 20-4-8 10-0-12 -1-2-8 1-2-8 5-3-10 5-3-10 10-3-12 5-0-2 15-2-6 4-10-10 20-4-8 5-2-2 0-10-14 8-7-11 1-1-2 9.00 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job B18802255 Truss T26 Truss Type Common Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162134 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:30 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-Xwkvcq5cIIWlM_Kq7Rx887mY8FdiwbpJvEl705yssiF Scale = 1:66.3 1 2 3 4 5 6 7 8 10 9 4x6 5x12 4x6 4x6 5x12 4x6 4x6 3x6 3x8 2x4 2x4 10-3-12 10-3-12 20-7-8 10-3-12 -1-2-8 1-2-8 5-3-10 5-3-10 10-3-12 5-0-2 15-3-14 5-0-2 20-7-8 5-3-10 0-10-14 8-7-11 0-10-14 9.00 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge], [8:0-6-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL Job B18802255 Truss T27 Truss Type Hip Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162135 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:30 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-Xwkvcq5cIIWlM_Kq7Rx887ma?FhWwdxJvEl705yssiF Scale = 1:55.2 1 2 3 4 5 6 7 8 9 10 13 12 11 4x8 4x10 5x12 4x6 3x8 4x8 2x4 3x6 2x4 5x12 4x6 8-11-15 8-11-15 11-7-9 2-7-9 20-7-8 8-11-15 -1-2-8 1-2-8 4-7-12 4-7-12 8-11-15 4-4-4 11-7-9 2-7-9 15-11-12 4-4-4 20-7-8 4-7-12 21-10-0 1-2-8 0-10-14 7-5-9 7-7-14 Job B18802255 Truss T28 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162136 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:31 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-?6IHpA6E3bec_7v1g9SNhKJapfz9fxvS8uVgZYyssiE Scale = 1:59.9 1 2 3 4 5 6 7 8 13 12 11 10 9 14 4x8 6x10 5x8 3x4 5x12 4x6 3x6 3x8 2x4 4x6 5x8 5x8 9-2-0 9-2-0 13-7-6 4-5-6 20-4-9 6-9-3 28-1-8 7-8-15 -1-2-8 1-2-8 4-8-12 4-8-12 9-2-0 4-5-4 13-7-6 4-5-6 20-4-9 6-9-3 28-1-8 7-8-15 0-10-14 7-7-1 2-6-3 7-9-6 Job B18802255 Truss T29 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162137 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:31 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-?6IHpA6E3bec_7v1g9SNhKJjGf0lf_lS8uVgZYyssiE Scale = 1:76.3 12 3 4 5 6 7 8 9 15 14 13 12 11 10 5x6 5x6 6x6 4x6 4x10 4x6 4x6 3x6 3x6 2x4 3x8 3x6 3x6 4x10 2x4 5-10-2 5-10-2 11-4-11 5-6-10 17-10-4 6-5-8 27-1-2 9-2-14 28-1-8 1-0-6 -1-2-8 1-2-8 5-10-2 5-10-2 11-4-11 5-6-10 17-10-4 6-5-8 22-5-11 4-7-7 27-1-2 Job B18802255 Truss T30 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162138 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:32 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-TIsf0W6sqvmTcHUDEs_cDYsl?2IHOLTcNYEE5_yssiD Scale = 1:71.9 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 5x6 8x8 3x4 4x10 4x6 4x6 3x6 3x6 2x4 3x8 6x8 8x16 5x12 5-10-2 5-10-2 11-4-11 5-6-10 20-11-9 9-6-14 28-1-8 7-1-15 -1-2-8 1-2-8 5-10-2 5-10-2 11-4-11 5-6-10 16-2-2 4-9-7 20-11-9 4-9-7 28-1-8 7-1-15 0-10-14 Job B18802255 Truss T31 Truss Type Half Hip Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162139 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:32 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-TIsf0W6sqvmTcHUDEs_cDYswJ2W4OY3cNYEE5_yssiD Scale = 1:29.2 1 2 3 6 5 4 3x6 5x6 2x4 2x4 3x4 3x4 2-4-8 2-4-8 3-8-0 1-3-8 2-4-8 2-4-8 3-8-0 1-3-8 1-5-9 4-0-15 4-2-13 3-9-7 0-3-8 4-1-0 14.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-8] 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 NO IRC2003/TPI2002 Job B18802255 Truss T32 Truss Type Common Qty 3 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162140 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:33 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-xVQ1Es7VaDuKDR3PoaVrmlO4wSqM7_glcC_ndQyssiC Scale = 1:73.5 1 2 3 6 5 4 4x6 4x6 4x6 2x4 3x8 2x4 4-9-8 4-9-8 9-7-0 4-9-8 4-9-8 4-9-8 9-7-0 4-9-8 3-3-13 8-10-14 3-3-13 14.00 12 Plate Offsets (X,Y)-- [1:0-2-8,0-1-8], [2:Edge,0-1-14], [3:0-2-8,0-1-8] 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 Job B18802255 Truss T33 Truss Type Common Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162141 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:33 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-xVQ1Es7VaDuKDR3PoaVrmlO4LSqV7_wlcC_ndQyssiC Scale = 1:73.5 1 2 3 6 5 4 4x6 4x6 4x6 2x4 3x8 2x4 4-9-8 4-9-8 9-3-8 4-6-0 4-9-8 4-9-8 9-3-8 4-6-0 3-3-13 8-10-14 3-7-14 14.00 12 Plate Offsets (X,Y)-- [1:0-2-8,0-1-8], [2:Edge,0-1-14], [3:0-2-8,0-1-8] 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 Job B18802255 Truss TG01 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162142 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:34 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-Ph_QRB87LW0BrbecMH04JzxE2s5RsMEvqsjL9tyssiB Scale = 1:57.3 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 4x10 4x10 2x4 2x4 6x8 2x4 2x4 4x6 3x6 5x12 3x12 4x6 2x4 4x6 4x6 4x8 1-8-0 1-8-0 7-3-5 5-7-5 14-11-0 7-7-11 18-7-11 3-8-11 25-11-0 7-3-5 -1-6-8 1-6-8 1-8-0 1-8-0 4-5-11 Job B18802255 Truss TG01 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162142 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:34 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-Ph_QRB87LW0BrbecMH04JzxE2s5RsMEvqsjL9tyssiB LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-60, 5-7=-60, 7-9=-60, 9-10=-60, 17-18=-20, 14-16=-20, 11-13=-20 Concentrated Loads (lb) Vert: 15=-109 14=-109 12=-109 19=-124(B) 20=-109 21=-109 22=-109 23=-109 24=-102(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 B18802255 Truss TG02 Truss Type Half Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162143 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:34 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-Ph_QRB87LW0BrbecMH04JzxFhs9tsR_vqsjL9tyssiB Scale = 1:34.5 1 2 3 4 10 9 8 7 6 5 2x4 4x6 2x4 2x4 2x4 2x4 2x4 4x8 3x6 1-8-0 1-8-0 2-9-9 1-1-9 4-1-0 1-3-7 -1-6-8 1-6-8 1-8-0 1-8-0 2-9-9 1-1-9 4-1-0 1-3-7 1-10-3 5-1-6 4-1-6 1-0-0 5-1-6 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 Job B18802255 Truss TG03 Truss Type Half Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162144 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:35 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ttXofX9l6q82TlDov?XJrAUQ6GYlbuJ23WTuiJyssiA Scale = 1:34.5 1 2 3 4 7 6 5 2x4 2x4 4x6 3x4 4x8 3x6 2-9-9 2-9-9 4-1-0 1-3-7 -1-6-8 1-6-8 2-9-9 2-9-9 4-1-0 1-3-7 1-10-3 5-1-6 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 CSI. Job B18802255 Truss TG04 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162145 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:36 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-M35AstANt8Gu4vo_Ti2YOO0RKgiNKAgCIACRElyssi9 Scale = 1:83.9 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 5x8 3x6 3x8 5x8 5x12 5x6 6x6 3x6 6x6 5x6 5x12 4x8 3x8 4x8 3x6 5x8 5x8 6-9-8 6-9-8 17-1-8 10-4-0 27-5-8 10-4-0 37-9-8 10-4-0 44-7-0 6-9-8 -1-2-8 1-2-8 6-9-8 6-9-8 14-6-8 7-9-0 22-3-8 7-9-0 Job B18802255 Truss TG04 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162145 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:36 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-M35AstANt8Gu4vo_Ti2YOO0RKgiNKAgCIACRElyssi9 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 383 lb down and 298 lb up at 4-10-4, 232 lb down and 137 lb up at 6-10-4, 232 lb down and 137 lb up at 8-10-4, 232 lb down and 137 lb up at 10-10-4, 232 lb down and 137 lb up at 12-10-4, 232 lb down and 137 lb up at 14-10-4, 232 lb down and 137 lb up at 16-10-4, 232 lb down and 137 lb up at 18-10-4, 232 lb down and 137 lb up at 20-10-4, 232 lb down and 137 lb up at 22-10-4, 232 lb down and 137 lb up at 24-10-4, 232 lb down and 137 lb up at 26-10-4, 232 lb down and 137 lb up at 28-10-4, 232 lb down and 137 lb up at 30-10-4, 232 lb down and 137 lb up at 32-10-4, 232 lb down and 137 lb up at 34-10-4, 232 lb down and 137 lb up at 36-10-4, and 232 lb down and 137 lb up at 37-8-12, and 383 lb down and 298 lb up at 39-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-9=-60, 9-10=-60, 10-11=-60, 19-23=-20, 17-23=-60, 17-27=-20, 27-30=-60, 14-30=-20, 14-34=-60, 12-34=-20 Concentrated Loads (lb) Vert: 18=-232 16=-232 13=-232 14=-232 20=-383(F) 21=-232 22=-232 24=-232 25=-232 26=-232 28=-232 29=-232 31=-232 32=-232 33=-232 34=-232 35=-232 36=-232 37=-383(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 B18802255 Truss TG05 Truss Type Piggyback Base Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162146 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:36 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-M35AstANt8Gu4vo_Ti2YOO0SLgk2K8pCIACRElyssi9 Scale = 1:98.6 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 24 25 26 27 16 28 15 14 13 6x8 5x10 MT18HS 5x6 5x6 5x8 8x8 3x4 4x8 4x8 6x16 3x8 4x8 2x4 3x8 4x8 8x8 5x12 5x6 3x4 5x8 4x8 2-0-0 2-0-0 4-8-0 2-8-0 15-0-3 10-4-3 22-7-8 7-7-5 30-2-13 7-7-5 36-3-0 6-0-3 38-3-0 Job B18802255 Truss TG05 Truss Type Piggyback Base Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162146 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:37 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-qGfY4DA?eROli2MA1QZnwbZd533H3b2LWqy?mByssi8 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, 2-3=-60, 3-4=-60, 4-6=-60, 6-8=-60, 8-9=-60, 9-10=-60, 10-11=-60, 11-12=-60, 23-24=-20, 24-25=-60, 25-26=-20, 26-27=-60, 27-28=-20, 15-28=-60, 13-15=-20 Concentrated Loads (lb) Vert: 3=41(B) 22=6(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 B18802255 Truss TG06 Truss Type Half Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162147 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:37 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-qGfY4DA?eROli2MA1QZnwbZl63Dw3lrLWqy?mByssi8 Scale = 1:43.7 1 2 3 4 7 6 5 2x4 2x4 3x4 4x6 4x8 3x6 4-9-8 4-9-8 6-9-8 2-0-0 -1-2-8 1-2-8 4-9-8 4-9-8 6-9-8 2-0-0 1-10-14 5-6-0 9.00 12 Plate Offsets (X,Y)-- [3:0-6-0,0-2-0] 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 Job B18802255 Truss TG07 Truss Type Half Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162148 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:37 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-qGfY4DA?eROli2MA1QZnwbZl63Dw3lrLWqy?mByssi8 Scale = 1:43.7 1 2 3 4 7 6 5 2x4 2x4 3x4 4x6 4x8 3x6 4-9-8 4-9-8 6-9-8 2-0-0 -1-2-8 1-2-8 4-9-8 4-9-8 6-9-8 2-0-0 1-10-14 5-6-0 9.00 12 Plate Offsets (X,Y)-- [3:0-6-0,0-2-0] 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 Job B18802255 Truss TG08 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162149 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:38 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ISDwHZBdPlXcKCxNb750Tp6u_TVfo8CUlUiYIeyssi7 Scale = 1:91.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 20 19 18 17 16 15 21 22 23 24 25 26 5x6 6x6 5x6 6x6 5x6 5x8 3x6 4x8 4x8 2x4 3x6 4x6 4x8 4x8 3x6 4x8 2x4 4x8 8-6-8 8-6-8 17-9-12 9-3-4 24-3-8 6-5-12 Job B18802255 Truss TG08 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162149 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:38 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ISDwHZBdPlXcKCxNb750Tp6u_TVfo8CUlUiYIeyssi7 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-7=-60, 7-8=-60, 8-9=-60, 9-10=-60, 10-14=-60, 2-22=-20, 22-23=-60, 18-23=-20, 18-24=-60, 24-25=-20, 25-26=-60, 13-26=-20 Concentrated Loads (lb) Vert: 21=-619(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 B18802255 Truss TG09 Truss Type Roof Special Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162150 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:39 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-menJUvCFA3fTyMWZ8qcF00e24ts_Xbbe_8R5r4yssi6 Scale = 1:68.8 1 2 3 4 5 6 10 9 8 7 11 12 5x6 5x6 4x8 4x6 2x4 3x4 3x8 3x4 3x6 3x6 3x6 2-0-0 2-0-0 4-0-0 2-0-0 12-6-8 8-6-8 -1-2-8 1-2-8 2-0-0 2-0-0 4-0-0 2-0-0 6-0-0 2-0-0 12-6-8 6-6-8 1-10-14 3-3-0 9-9-12 1-0-0 9-9-12 3-3-0 9.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-2], [6:0-4-8,Edge] LOADING (psf) TCLL Job B18802255 Truss TG10 Truss Type Half Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162151 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:39 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-menJUvCFA3fTyMWZ8qcF00e6ztnmXi?e_8R5r4yssi6 Scale = 1:44.4 1 2 3 4 7 6 5 8 4x6 2x4 2x4 2x4 3x4 4x6 3-1-0 3-1-0 3-10-8 0-9-8 -3-2-8 3-2-8 3-1-0 3-1-0 3-10-8 0-9-8 4-4-14 6-8-10 9.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [3:0-4-0,0-2-0] 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. Job B18802255 Truss TG11 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162152 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:40 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ErLhiFDuxMnKZW5liY7UYEB64H4PGzYnDoBfNWyssi5 Scale = 1:65.5 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 4x10 5x6 5x8 3x4 4x8 4x8 3x4 3x4 4x6 3x6 2x4 3x6 3x12 4x8 6x8 3x12 2x4 5x12 5-4-4 5-4-4 10-4-15 5-0-12 12-4-7 1-11-8 17-0-2 4-7-11 21-7-13 4-7-11 25-1-6 3-5-10 28-7-0 3-5-10 -1-2-8 1-2-8 5-4-4 5-4-4 10-4-15 5-0-12 12-4-7 Job B18802255 Truss TG11 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162152 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:40 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ErLhiFDuxMnKZW5liY7UYEB64H4PGzYnDoBfNWyssi5 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-6=-60, 6-8=-60, 8-10=-60, 2-11=-20 Concentrated Loads (lb) Vert: 19=-922(F) 20=-497(F) 21=-497(F) 22=-497(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 B18802255 Truss TG12 Truss Type Common Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162153 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:40 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ErLhiFDuxMnKZW5liY7UYEBJ6HDvG7anDoBfNWyssi5 Scale = 1:45.6 1 2 3 6 5 4 7 8 3x6 4x6 3x6 2x4 3x8 2x4 2-10-5 2-10-5 5-6-3 2-7-14 2-10-5 2-10-5 5-6-3 2-7-14 2-0-9 5-4-10 2-3-6 14.00 12 Plate Offsets (X,Y)-- [2: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 NO IRC2003/TPI2002 CSI. TC Job B18802255 Truss TG13 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162154 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:41 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-i1v3vbDWigvBBggyGFej5RkOuhXU?czxRSwCvzyssi4 Scale = 1:42.9 1 2 3 4 5 6 7 8 11 10 20 21 22 23 24 9 25 4x10 4x8 3x12 3x4 4x6 2x4 3x6 3x12 3x4 5-10-10 5-10-10 14-8-14 8-10-4 20-7-8 5-10-10 -1-2-8 1-2-8 5-10-10 5-10-10 14-8-14 8-10-4 20-7-8 5-10-10 21-10-0 1-2-8 0-10-14 5-1-9 5-3-14 0-10-14 5-1-9 9.00 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge], [4:0-5-0,0-0-10], [5:0-4-0,0-1-6], [7:0-6-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job B18802255 Truss TG13 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162154 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:41 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-i1v3vbDWigvBBggyGFej5RkOuhXU?czxRSwCvzyssi4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-8=-60, 12-16=-20 Concentrated Loads (lb) Vert: 11=-82 9=-82 20=-86(F) 21=-82 22=-82 23=-82 24=-82 25=-86(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 B18802255 Truss TG14 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162155 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:42 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ADTR7wE8T_12pqF8qz9ydfGbW4oSkxN4g6gmRPyssi3 Scale = 1:59.8 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 19 4x8 4x8 5x6 3x4 4x8 3x4 3x4 4x6 8x8 3x6 3x6 4x8 4x8 6-5-5 6-5-5 16-4-1 9-10-12 22-2-13 5-10-12 25-6-8 3-3-11 -1-2-8 1-2-8 6-5-5 6-5-5 11-4-11 4-11-6 16-4-1 4-11-6 22-2-13 5-10-12 25-6-8 3-3-11 0-10-14 5-6-9 Job B18802255 Truss TG14 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162155 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:42 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ADTR7wE8T_12pqF8qz9ydfGbW4oSkxN4g6gmRPyssi3 NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 108 lb down and 134 lb up at 4-6-1, 99 lb down and 145 lb up at 6-6-1, 99 lb down and 145 lb up at 8-6-1, 99 lb down and 145 lb up at 10-6-1, 99 lb down and 145 lb up at 12-6-1, 99 lb down and 145 lb up at 14-6-1, 115 lb down and 144 lb up at 16-3-6, and 115 lb down and 77 lb up at 18-3-6, and 204 lb down and 94 lb up at 20-3-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-7=-60, 7-8=-120, 2-15=-20, 15-16=-60, 10-16=-20, 9-10=-20 Concentrated Loads (lb) Vert: 12=-99 13=-99 11=-115 14=-108(B) 15=-99 16=-99 17=-99 18=-115 19=-204(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 B18802255 Truss TG15 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162156 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:42 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ADTR7wE8T_12pqF8qz9ydfGeP4szk_e4g6gmRPyssi3 Scale = 1:38.4 1 2 3 4 5 6 11 10 9 8 7 12 13 14 2x4 3x6 6x6 8x8 3x6 8x8 8x8 6x6 3x4 1-1-13 1-1-13 2-5-8 1-3-11 5-8-11 3-3-3 6-10-8 1-1-13 -0-11-8 0-11-8 2-5-8 2-5-8 4-5-0 1-11-8 6-10-8 2-5-8 7-10-0 0-11-8 1-8-0 4-6-7 1-8-0 1-0-0 3-6-7 14.00 12 14.00 12 Job B18802255 Truss TG15 Truss Type Hip Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162156 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:42 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-ADTR7wE8T_12pqF8qz9ydfGeP4szk_e4g6gmRPyssi3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 10-11=-20, 8-10=-20, 7-8=-20 Concentrated Loads (lb) Vert: 8=-1151(F) 9=-200 12=-1137(F) 13=-1098(F) 14=-200 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 B18802255 Truss TG16 Truss Type Half Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162157 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:43 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-eQ0pKGFmEH9vQzqKNggBAsppUUGnTWMDvmPJ_ryssi2 Scale = 1:29.2 1 2 3 4 7 6 5 2x4 4x6 2x4 3x4 4x8 3x6 2-4-9 2-4-9 3-8-0 1-3-7 -1-2-8 1-2-8 2-4-9 2-4-9 3-8-0 1-3-7 1-5-9 4-2-14 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 B18802255 Truss TG17 Truss Type Half Hip Girder Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162158 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:43 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-eQ0pKGFmEH9vQzqKNggBAsppFUFRTWIDvmPJ_ryssi2 Scale = 1:20.0 1 2 3 4 7 6 5 8 5x6 2x4 4x6 2x4 3x4 3x6 1-1-2 1-1-2 3-8-0 2-6-14 -1-2-8 1-2-8 1-1-2 1-1-2 3-8-0 2-6-14 1-5-9 2-6-15 2-8-14 2-7-0 14.00 12 Plate Offsets (X,Y)-- [3:0-3-9,0-2-8] 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 Job B18802255 Truss TG18 Truss Type Half Hip Girder Qty 2 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162159 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:43 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-eQ0pKGFmEH9vQzqKNggBAsppUUGuTWPDvmPJ_ryssi2 Scale = 1:26.7 1 2 3 4 7 6 5 2x4 4x6 2x4 3x4 4x8 3x6 2-0-4 2-0-4 3-3-11 1-3-7 -1-2-8 1-2-8 2-0-4 2-0-4 3-3-11 1-3-7 1-5-9 3-9-14 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 B18802255 Truss TG19 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162160 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:44 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-7caBYcGO?bHm27PXxOBQj4LxAuVsCo1N8Q9sWHyssi1 Scale = 1:109.0 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 4x6 3x6 6x8 3x4 3x8 3x4 3x4 4x6 8x8 3x6 2x4 3x8 3x6 4x6 4x10 4x6 3x8 5-10-2 5-10-2 11-4-11 5-6-10 16-11-5 5-6-10 22-0-0 5-0-11 25-3-15 3-3-15 28-7-0 3-3-1 -1-2-8 1-2-8 Job B18802255 Truss TG19 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 227 Bridgemont Job Reference (optional) I34162160 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:44 2018 Page 2 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-7caBYcGO?bHm27PXxOBQj4LxAuVsCo1N8Q9sWHyssi1 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-9=-60, 9-10=-120, 2-13=-20, 11-13=-20 Concentrated Loads (lb) Vert: 10=-2309 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 B18802255 Truss V01 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162161 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:44 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-7caBYcGO?bHm27PXxOBQj4L_zuboC_LN8Q9sWHyssi1 Scale = 1:20.4 1 2 3 4 2x4 4x6 2x4 2x4 4-10-2 4-10-2 4-10-6 0-0-3 2-5-3 2-5-3 4-10-6 2-5-3 0-0-4 2-10-1 0-0-4 14.00 12 Plate Offsets (X,Y)-- [2: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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job B18802255 Truss V02 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162162 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:45 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-bo8alyG0mvPdgH_jV5jfFHu7NIx2xRUWM4uQ2kyssi0 Scale = 1:12.2 1 2 3 5 4 2x4 4x6 2x4 2x4 2x4 0-0-3 0-0-3 1-3-3 1-3-0 4-0-1 2-8-13 1-3-3 1-3-3 4-0-1 2-8-13 0-0-4 1-3-14 1-5-12 1-3-14 14.00 12 Plate Offsets (X,Y)-- [2:0-3-2,0-2-0] 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 Job B18802255 Truss V03 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162163 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:45 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-bo8alyG0mvPdgH_jV5jfFHuAxIxVxRwWM4uQ2kyssi0 Scale = 1:12.3 1 2 3 4 2x4 3x4 2x4 2x4 2-8-10 2-8-10 1-3-3 1-3-3 2-8-10 1-5-6 0-0-4 1-3-14 1-5-12 1-3-14 14.00 12 Plate Offsets (X,Y)-- [2:0-2-3,0-1-8] 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) Job B18802255 Truss V04 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162164 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:45 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-bo8alyG0mvPdgH_jV5jfFHuBuIyOxRwWM4uQ2kyssi0 Scale = 1:12.4 1 2 3 2x4 2x4 2x4 1-3-3 1-3-3 1-5-3 0-2-0 0-0-4 1-5-12 1-2-11 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.04 0.02 0.00 DEFL. Vert(LL) Vert(TL) Job B18802255 Truss V05 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162165 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:46 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-3?iyyIHeXCXUHRYv3pEuoVR96iAxguAgbkezaAyssi? Scale = 1:28.6 1 2 3 2x4 2x4 2x4 5-2-14 5-2-14 0-0-4 3-11-2 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.51 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18802255 Truss V06 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162166 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:46 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-3?iyyIHeXCXUHRYv3pEuoVRGYiEuguAgbkezaAyssi? Scale = 1:21.1 1 2 3 2x4 2x4 2x4 3-10-14 3-10-14 0-0-4 2-11-2 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.43 0.26 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18802255 Truss V07 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162167 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:46 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-3?iyyIHeXCXUHRYv3pEuoVRKqiHWguAgbkezaAyssi? Scale = 1:15.1 1 2 3 2x4 2x4 2x4 2-6-14 2-6-14 0-0-4 1-11-2 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18802255 Truss V08 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162168 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:47 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-XBGKAeIHHWfLvb75cWl7KizTv5cjPLQpqNNX7cyssi_ Scale = 1:25.1 1 2 3 2x4 2x4 2x4 3-0-10 3-0-10 0-0-4 3-6-12 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.16 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job B18802255 Truss V09 Truss Type Valley Qty 1 Ply 1 Wedgewood 227 Bridgemont Job Reference (optional) I34162169 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Jul 30 13:20:47 2018 Page 1 ID:Jo8PEW5Aw8X4xARCYEoTr0zYPye-XBGKAeIHHWfLvb75cWl7KizWx5eaPLQpqNNX7cyssi_ Scale: 3/4"=1' 1 2 3 2x4 2x4 2x4 1-9-3 1-9-3 0-0-4 2-0-12 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.07 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a edge of truss. / 16 " from outside 1 0 - PRODUCT CODE APPROVALS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Failure to Follow Could Cause Property Damage or Personal Injury General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 WEBS edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths WEBS Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=52/1-9-0, 3=52/1-9-0 Max Horz 1=47(LC 6) Max Uplift3=-32(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=104/3-0-7, 3=104/3-0-7 Max Horz 1=93(LC 6) Max Uplift3=-63(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=79/2-6-8, 3=79/2-6-8 Max Horz 1=46(LC 6) Max Uplift3=-24(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=133/3-10-8, 3=133/3-10-8 Max Horz 1=77(LC 6) Max Uplift3=-40(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=186/5-2-8, 3=186/5-2-8 Max Horz 1=108(LC 6) Max Uplift3=-56(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-5-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=39/1-5-0, 3=39/1-5-0 Max Horz 1=35(LC 6) Max Uplift3=-24(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.10 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals, and 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=90/2-8-6, 4=90/2-8-6 Max Horz 1=32(LC 6) Max Uplift4=-11(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) 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 including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 BC WB (Matrix) 0.26 0.11 0.03 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: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals, and 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=43/3-11-13, 4=98/3-11-13, 5=142/3-11-13 Max Horz 1=32(LC 6) Max Uplift4=-20(LC 4), 5=-5(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) 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 including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.18 0.11 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: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=105/4-9-15, 3=105/4-9-15, 4=128/4-9-15 Max Horz 1=-60(LC 4) Max Uplift1=-20(LC 7), 3=-16(LC 6) Max Grav 1=105(LC 1), 3=105(LC 1), 4=131(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 5-10-2 5-10-2 11-4-11 5-6-10 16-11-5 5-6-10 22-0-0 5-0-11 25-3-15 3-3-15 28-7-0 3-3-1 0-10-14 9-5-7 1-0-0 14-0-9 3-7-2 4-7-2 -1-0-0 9.00 12 9.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.35 0.49 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.19 -0.48 0.39 0.11 (loc) 13 13-14 11 13 l/defl >999 >718 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 330 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 5-15: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 3-7-5 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. REACTIONS. (lb/size) 11=3621/0-5-8, 2=1222/0-3-8 Max Horz 2=-299(LC 3) Max Uplift11=-390(LC 5), 2=-69(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1525/38, 3-4=-1437/61, 4-5=-1207/107, 5-6=-1216/125, 6-7=-2014/50, 7-8=-2155/31, 8-9=-6251/0, 9-10=-2655/11, 10-11=-3543/383 BOT CHORD 2-17=-16/1111, 16-17=-16/1111, 15-16=-16/1111, 14-15=0/1692, 13-14=0/4616, 12-13=0/3762 WEBS 4-15=-334/138, 5-15=-47/1014, 6-15=-1075/39, 6-14=0/933, 8-14=-3009/0, 8-13=0/2963, 9-13=0/2082, 9-12=-3216/27, 10-12=0/2833 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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) Bearing at joint(s) 11 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) 2 except (jt=lb) 11=390. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2333 lb down and 375 lb up at 28-5-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. Continued LOAD CASE(on page S) Standard 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. July 31,2018 CSI. TC BC WB (Matrix) 0.16 0.02 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 7 6 5 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 27 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=106/Mechanical, 7=222/0-3-8 Max Horz 7=156(LC 5) Max Uplift5=-73(LC 5), 7=-4(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52 lb down and 45 lb up at 2-0-4 on top chord, and 19 lb down at 2-0-4 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). 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) 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. July 31,2018 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.12 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 5-6 5-6 5 5-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 24 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=219/Mechanical, 7=309/0-3-8 Max Horz 7=119(LC 5) Max Uplift5=-80(LC 6), 7=-68(LC 5) Max Grav 5=224(LC 10), 7=309(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-345/84 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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) 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) 5, 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 including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 95 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=-176 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. July 31,2018 CSI. TC BC WB (Matrix) 0.16 0.03 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 7 6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 30 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=128/Mechanical, 7=237/0-3-8 Max Horz 7=170(LC 5) Max Uplift5=-119(LC 5), 7=-12(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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) 7 except (jt=lb) 5=119. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 57 lb up at 2-4-9 on top chord, and 29 lb down and 35 lb up at 2-4-9 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). 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=-11(F) 3=-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. July 31,2018 Plate Offsets (X,Y)-- [3:0-4-8,0-1-12], [4:0-6-8,0-1-12] 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 CSI. TC BC WB (Matrix) 0.18 0.32 0.42 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 0.03 0.01 (loc) 8-9 8-9 7 8-9 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 102 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 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.): 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 11=2100/0-3-8, 7=2345/0-3-0 Max Horz 11=120(LC 4) Max Uplift11=-362(LC 5), 7=-373(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1946/383, 2-3=-1899/400, 3-4=-1363/307, 4-5=-2119/373, 5-7=-2175/363 BOT CHORD 10-12=-304/1304, 9-12=-301/1255, 9-13=-207/972, 13-14=-208/994, 8-14=-212/999 WEBS 2-10=-206/1300, 3-10=-258/183, 3-9=-343/1533, 4-8=-128/903, 5-8=-270/1482, 4-9=-216/753 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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) Bearing at joint(s) 11, 7 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) except (jt=lb) 11=362, 7=373. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1137 lb down and 82 lb up at 1-9-12, 200 lb down and 220 lb up at 2-5-8, 1098 lb down and 90 lb up at 3-5-4, and 200 lb down and 206 lb up at 4-3-15, and 1151 lb down and 74 lb up at 5-8-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 8-0-0 1-1-3 2-3-2 5-6-9 9.00 12 9.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-1-0], [4:0-4-0,0-1-6], [6:0-4-0,0-1-6] 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) 0.36 0.61 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.32 0.24 0.22 (loc) 11-13 11-13 9 11-13 l/defl >999 >952 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 261 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 9-10: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 8-10: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 3-10-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1778/0-3-8, 2=1641/0-3-8 Max Horz 2=-166(LC 3) Max Uplift9=-595(LC 6), 2=-682(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2239/1020, 3-4=-2128/1044, 4-5=-1625/842, 5-6=-2102/995, 6-7=-2722/1209, 7-8=-6267/2189, 8-9=-1803/612 BOT CHORD 2-14=-877/1651, 13-14=-877/1651, 12-13=-974/2050, 12-15=-974/2050, 15-16=-974/2050, 16-17=-974/2050, 11-17=-974/2050, 11-18=-1616/4642, 18-19=-1616/4641, 10-19=-1615/4640 WEBS 4-13=-640/1061, 5-13=-670/289, 6-11=-660/1270, 7-11=-2545/838, 7-10=-672/2254, 8-10=-1791/5122 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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) Bearing at joint(s) 9 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) except (jt=lb) 9=595, 2=682. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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. July 31,2018 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-M) 0.48 0.28 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.14 0.02 0.13 (loc) 9-11 9-11 7 9-11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 204 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 4-9: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=1221/0-3-8, 7=1241/0-3-8 Max Horz 2=104(LC 12) Max Uplift2=-535(LC 5), 7=-568(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-918/603, 3-4=-1525/813, 4-5=-1178/711, 5-6=-1557/867, 6-7=-938/636 BOT CHORD 2-20=-680/1166, 11-20=-680/1166, 11-21=-669/1153, 10-21=-669/1153, 10-22=-669/1153, 22-23=-669/1153, 23-24=-669/1153, 9-24=-669/1153, 9-25=-647/1191, 7-25=-647/1191 WEBS 4-11=-370/457, 5-9=-425/475 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=535, 7=568. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 87 lb up at 3-11-6, 82 lb down and 137 lb up at 5-11-6, 82 lb down and 137 lb up at 7-11-6, 82 lb down and 137 lb up at 9-11-6, 82 lb down and 137 lb up at 11-11-6, 82 lb down and 137 lb up at 13-11-6, and 82 lb down and 137 lb up at 14-8-2, and 86 lb down and 87 lb up at 16-8-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 BC WB (Matrix) 0.10 0.17 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.00 0.00 (loc) 5 5-6 4 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 73 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=942/Mechanical, 4=1050/0-3-8 Max Horz 6=76(LC 4) Max Uplift6=-54(LC 6), 4=-65(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-619/66, 2-3=-615/69, 1-6=-755/58, 3-4=-803/64 WEBS 2-5=-36/730, 1-5=-40/442, 3-5=-42/474 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 787 lb down and 41 lb up at 1-11-4, and 787 lb down and 41 lb up at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 7=-787(F) 8=-787(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. July 31,2018 1-11-8 17-0-2 4-7-11 21-7-13 4-7-11 25-1-6 3-5-10 28-7-0 3-5-10 0-10-14 8-6-5 1-6-13 8-8-10 1-6-13 8-6-5 9.00 12 Plate Offsets (X,Y)-- [2:0-4-12,0-0-12], [5:0-5-0,0-0-10], [13:0-3-8,0-1-8], [14:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.71 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.65 0.07 0.23 (loc) 13-14 13-14 11 13-14 l/defl >999 >523 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 366 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-8: 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 11-15: 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 8-14,9-13,9-11: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 3-3-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-4-13 max.): 5-6, 8-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=3087/0-5-8, 2=1674/0-3-8 Max Horz 2=210(LC 4) Max Uplift11=-581(LC 6), 2=-166(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2220/182, 3-4=-2119/208, 4-5=-1971/278, 5-6=-1658/275, 6-7=-2140/298, 7-8=-4317/542, 8-9=-11216/1700, 9-10=-261/63 BOT CHORD 2-18=-151/1633, 17-18=-151/1633, 16-17=-94/1526, 15-16=-358/3429, 14-15=-358/3429, 14-19=-1682/11280, 13-19=-1682/11280, 13-20=-1378/7627, 20-21=-1378/7627, 12-21=-1378/7627, 12-22=-1378/7627, 11-22=-1378/7627 WEBS 5-17=-31/269, 5-16=-147/687, 6-16=-152/1081, 7-16=-2517/448, 7-14=-347/2755, 8-14=-8117/1369, 8-13=-553/142, 9-13=-321/3811, 9-12=-293/1035, 9-11=-7825/1417 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=581, 2=166. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 922 lb down and 68 lb up at 20-6-0, 497 lb down and 182 lb up at 22-6-4, and 497 lb down and 182 lb up at 24-6-4, and 497 lb down and 182 lb up at 26-6-4 on Continued bottom on chord. page The 2 design/selection of such connection device(s) is the responsibility of others. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with 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. July 31,2018 TC BC WB (Matrix) 0.19 0.55 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.03 -0.00 0.01 (loc) 6-7 6-7 5 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 97 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 *Except* 3-4: 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=639/Mechanical, 7=1053/0-3-8 Max Horz 7=243(LC 5) Max Uplift5=-499(LC 5), 7=-47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-298/101, 2-7=-449/0 WEBS 3-6=-160/338, 2-6=-10/337 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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) 7 except (jt=lb) 5=499. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1372 lb down and 71 lb up at 2-0-12, and 469 lb up at 3-1-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=167(F) 8=-1372(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. July 31,2018 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.51 0.21 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.09 -0.01 0.01 (loc) 7-8 7-8 12 8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 91 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 6-7: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-12 REACTIONS. (lb/size) 10=538/0-3-8, 12=455/0-3-0 Max Horz 10=287(LC 5) Max Uplift10=-24(LC 5), 12=-150(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-307/31, 3-4=-436/0, 4-5=-501/0, 7-11=-60/313, 6-11=-60/313, 2-10=-512/39 BOT CHORD 9-10=-261/39, 7-8=-132/350 WEBS 3-8=0/366, 4-8=-315/0, 5-7=-400/166, 2-9=0/298, 5-8=0/326, 6-12=-455/151 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 12=150. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb up at 2-0-0 on top chord, and 25 lb up at 2-0-0 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). 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, 4-6=-60, 7-10=-20 Concentrated Loads (lb) Vert: 3=41(F) 9=4(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. July 31,2018 30-9-4 6-5-12 31-4-8 0-7-4 39-11-0 8-6-8 -1-2-8 1-2-8 4-5-0 4-5-0 8-6-8 4-1-8 13-0-6 4-5-14 17-9-12 4-9-6 24-3-8 6-5-12 30-9-4 6-5-12 31-4-8 0-7-4 35-0-0 3-7-8 39-11-0 4-11-0 41-1-8 1-2-8 0-10-14 7-1-14 10-6-10 0-10-14 7-1-14 9.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-5-0,0-0-8], [5:0-3-0,0-2-2], [10:0-3-8,Edge], [13:0-4-8,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.28 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.11 -0.23 0.05 0.07 (loc) 18-20 18-20 13 18 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 476 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 7-17,8-17,9-17: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-8-13, Right 2x4 SPF-S Stud 3-0-9 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-7, 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=2355/0-3-8, 13=1976/0-3-8 Max Horz 2=198(LC 4) Max Uplift2=-550(LC 5), 13=-196(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3222/751, 3-4=-3137/768, 4-5=-3051/784, 5-6=-2397/660, 6-7=-3114/517, 7-8=-2253/348, 8-9=-2251/364, 9-10=-2008/258, 10-11=-2470/279, 11-12=-2571/266, 12-13=-2667/233 BOT CHORD 2-21=-600/2386, 20-21=-600/2386, 20-22=-500/2876, 22-23=-500/2876, 19-23=-500/2876, 18-19=-500/2876, 18-24=-393/3112, 17-24=-393/3112, 16-17=-105/2060, 16-25=-105/2060, 25-26=-105/2060, 15-26=-105/2060, 13-15=-127/1960 WEBS 5-20=-380/1520, 6-20=-1026/117, 6-18=-12/604, 7-17=-1718/397, 8-17=-211/1560, 9-17=-334/115, 9-15=-883/188, 10-15=-147/1095 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=550, 13=196. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 619 lb down and 517 lb up at 7-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued LOAD CASE(on page S) Standard 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. July 31,2018 BC WB (Matrix) 0.28 0.06 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.01 (loc) 6-7 6-7 5 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 47 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 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.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=403/Mechanical, 7=408/0-3-8 Max Horz 7=177(LC 5) Max Uplift5=-283(LC 5), 7=-82(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-354/101 WEBS 3-5=-370/284 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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) 7 except (jt=lb) 5=283. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 237 lb up at 4-9-8 on top chord, and 118 lb down and 88 lb up at 4-9-8 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). 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=-68(F) 3=-142(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. July 31,2018 BC WB (Matrix) 0.28 0.06 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.01 (loc) 6-7 6-7 5 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 47 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 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.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=402/Mechanical, 7=408/0-3-8 Max Horz 7=177(LC 5) Max Uplift5=-283(LC 5), 7=-82(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-354/101 WEBS 3-5=-370/284 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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) 7 except (jt=lb) 5=283. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 142 lb down and 237 lb up at 4-9-8 on top chord, and 118 lb down and 88 lb up at 4-9-8 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). 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=-68(B) 3=-142(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. July 31,2018 2-0-0 44-7-0 6-4-0 -1-2-8 1-2-8 2-0-0 2-0-0 4-8-0 2-8-0 9-6-0 4-10-0 15-0-3 5-6-3 22-7-8 7-7-5 30-2-13 7-7-5 36-3-0 6-0-3 38-3-0 2-0-0 44-7-0 6-4-0 45-9-8 1-2-8 1-10-14 3-3-0 6-6-0 11-2-0 1-10-14 11-2-0 9.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-2-0], [3:0-5-8,Edge], [4:0-5-0,0-2-0], [6:0-3-0,0-2-2], [8:0-3-4,0-2-4], [9:0-4-0,0-2-0], [10:0-5-8,Edge], [11:0-3-4,0-1-8], [14:0-3-8,0-2-8], [15:0-3-8 ,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) 0.79 0.68 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.53 0.09 0.10 (loc) 19-21 19-21 13 19-21 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 295 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 3-22,4-21,5-21,9-15,10-15,10-14,2-22,11-14: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-2-8 max.): 3-4, 6-8, 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 7-19, 7-16, 9-16, 9-15 REACTIONS. (lb/size) 23=2150/0-3-8, 13=2156/0-3-8 Max Horz 23=-271(LC 3) Max Uplift23=-207(LC 5), 13=-92(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1514/172, 3-4=-3061/135, 4-5=-3747/235, 5-6=-2661/160, 6-7=-2057/170, 7-8=-1976/166, 8-9=-2568/142, 9-10=-2271/129, 10-11=-2405/97, 2-23=-2103/226, 11-13=-2093/123 BOT CHORD 22-23=-253/266, 21-22=-294/1249, 21-24=-220/2399, 24-25=-220/2399, 20-25=-220/2399, 19-20=-220/2399, 19-26=-147/2322, 18-26=-147/2322, 18-27=-147/2322, 17-27=-147/2322, 16-17=-147/2322, 16-28=0/2303, 15-28=0/2303, 14-15=0/1842 WEBS 3-22=-1121/0, 3-21=0/2623, 4-21=-2421/199, 5-21=-108/939, 5-19=-551/208, 6-19=-6/1181, 7-19=-595/187, 7-18=0/381, 7-16=-729/177, 8-16=0/1098, 9-16=-487/151, 9-15=-1366/60, 10-15=-18/1492, 10-14=-311/50, 2-22=-84/1591, 11-14=0/1744 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 23=207. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 17 lb down and 99 lb up at 2-0-0 on top chord, and 3 lb down and 69 lb up at 2-0-0 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). LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 30-0-8 7-9-0 37-9-8 7-9-0 44-7-0 6-9-8 45-9-8 1-2-8 1-10-14 6-10-2 7-0-0 1-10-14 6-10-2 9.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [3:0-4-0,0-1-6], [9:0-4-0,0-1-6], [10:0-3-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.86 0.78 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.66 0.12 0.34 (loc) 13-15 13-15 12 13-15 l/defl >999 >808 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 486 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 14-17: 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 4-18,8-13,2-18,10-13: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-5 max.): 3-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 8-13 REACTIONS. (lb/size) 19=4395/0-3-8, 12=4484/0-3-8 Max Horz 19=173(LC 12) Max Uplift19=-1583(LC 4), 12=-1638(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5289/2027, 3-4=-4091/1634, 4-5=-7789/2992, 5-6=-7789/2992, 6-7=-7824/3016, 7-8=-7824/3016, 8-9=-4186/1694, 9-10=-5410/2103, 2-19=-4352/1590, 10-12=-4449/1651 BOT CHORD 18-21=-2748/7035, 21-22=-2748/7035, 22-23=-2748/7035, 23-24=-2748/7035, 24-25=-2748/7035, 17-25=-2748/7035, 16-17=-2748/7035, 16-26=-3084/7987, 26-27=-3084/7987, 27-28=-3084/7987, 28-29=-3084/7987, 29-30=-3084/7987, 30-31=-3084/7987, 31-32=-3084/7987, 15-32=-3084/7987, 14-15=-2728/7086, 14-33=-2728/7086, 33-34=-2728/7086, 34-35=-2728/7086, 35-36=-2728/7086, 13-36=-2728/7086 WEBS 3-18=-1121/2747, 4-18=-3848/1489, 4-16=-777/2050, 6-16=-339/163, 6-15=-282/155, 8-15=-753/2009, 8-13=-3790/1454, 9-13=-1167/2820, 2-18=-1630/4117, 10-13=-1696/4219 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=1583, 12=1638. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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. July 31,2018 TC BC WB (Matrix) 0.25 0.04 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 6 6-7 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 36 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=122/Mechanical, 7=271/0-3-8 Max Horz 7=166(LC 4) Max Uplift5=-193(LC 4), 7=-64(LC 3) Max Grav 5=130(LC 9), 7=271(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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) 7 except (jt=lb) 5=193. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 106 lb up at 2-9-9 on top chord, and 49 lb down and 48 lb up at 2-9-9 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). 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=-15(B) 3=26(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. July 31,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.21 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.01 0.00 (loc) 7 7 5 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 34 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 7-9: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS. (lb/size) 5=144/Mechanical, 10=281/0-3-8 Max Horz 10=207(LC 11) Max Uplift5=-188(LC 5), 10=-14(LC 5) Max Grav 5=159(LC 2), 10=281(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-10=-264/86 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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) 10 except (jt=lb) 5=188. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 77 lb up at 2-9-9 on top chord, and 72 lb down and 72 lb up at 2-9-9 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). 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, 9-10=-20, 5-7=-20 Concentrated Loads (lb) Vert: 6=-20(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. July 31,2018 2-9-11 7-3-5 2-9-11 14-11-0 7-7-11 18-7-11 3-8-11 22-1-9 3-5-15 25-11-0 3-9-7 27-5-8 1-6-8 1-1-14 6-5-1 6-7-6 1-1-14 1-0-0 6-5-1 9.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [5:0-5-0,0-0-10], [7:0-5-0,0-0-10], [14:0-3-12,0-2-0], [16:0-2-4,0-3-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.49 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.15 0.07 0.13 (loc) 14-15 14-15 11 14-15 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 310 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 3-17,6-13: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 5-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 18=1621/0-3-8, 11=1621/0-3-8 Max Horz 18=-156(LC 3) Max Uplift18=-869(LC 5), 11=-896(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2417/1498, 3-4=-2439/1539, 4-5=-2209/1483, 5-6=-2137/1438, 6-7=-2107/1420, 7-8=-1820/1212, 8-9=-329/242, 2-18=-1631/901, 9-11=-385/236 BOT CHORD 16-19=-1259/1847, 15-19=-1259/1847, 15-20=-1215/1744, 20-21=-1215/1744, 21-22=-1215/1744, 14-22=-1215/1744, 6-14=-487/215, 12-24=-779/1350, 11-24=-779/1350 WEBS 5-15=-641/708, 5-14=-426/536, 12-14=-987/1421, 7-14=-868/1206, 8-11=-1621/947, 2-17=-320/445, 2-16=-1107/1634 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=869, 11=896. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 203 lb up at 5-4-1, 109 lb down and 173 lb up at 7-4-1, 109 lb down and 173 lb up at 9-4-1, 109 lb down and 173 lb up at 11-4-1, 109 lb down and 173 lb up at 13-4-1, 109 lb down and 173 lb up at 15-0-12, 109 lb down and 173 lb up at 17-4-1, and 109 lb down and 173 lb up at 18-6-15, and 118 lb down and 209 lb up at 20-6-15 on bottom chord. The design/selection of such connection device(s) is the Continued responsibility on page of 2 others. 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. July 31,2018 (Matrix) 0.27 0.16 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 0.00 0.00 (loc) 5-6 5-6 4 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 53 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 2-5: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-5 REACTIONS. (lb/size) 6=360/Mechanical, 4=360/Mechanical Max Horz 6=241(LC 5) Max Uplift6=-30(LC 7), 4=-34(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-267/126, 2-3=-259/132, 1-6=-318/73, 3-4=-322/73 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 (Matrix) 0.29 0.16 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 -0.00 0.02 (loc) 5-6 5-6 4 5-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 54 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 2-5: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-5 REACTIONS. (lb/size) 6=372/0-3-8, 4=372/0-3-8 Max Horz 6=-238(LC 4) Max Uplift6=-109(LC 7), 4=-109(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-278/224, 2-3=-278/224, 1-6=-331/185, 3-4=-331/185 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=109, 4=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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 CSI. TC BC WB (Matrix) 0.22 0.04 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 5 5-6 4 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 24 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 3-8-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=135/0-3-8, 4=135/0-1-8 Max Horz 6=112(LC 5) Max Uplift6=-14(LC 4), 4=-65(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 2-0-15 9-5-7 2-1-0 9.00 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge], [7:0-3-1,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.92 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.46 -1.08 0.06 0.18 (loc) 10-12 10-12 9 10-12 l/defl >738 >310 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 142 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x6 SP No.1, 7-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-12,6-10,8-10: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 3-8-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except end verticals, and 2-0-0 oc purlins (3-0-7 max.): 7-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-12 REACTIONS. (lb/size) 9=1171/Mechanical, 2=1233/0-3-8 Max Horz 2=210(LC 5) Max Uplift9=-62(LC 7), 2=-74(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1523/102, 3-4=-1432/128, 4-5=-1247/178, 5-6=-1236/179, 6-7=-4721/359, 7-8=-3467/200, 8-9=-1114/116 BOT CHORD 2-13=-80/1098, 12-13=-80/1098, 11-12=-91/1527, 11-14=-91/1527, 14-15=-91/1527, 10-15=-91/1527 WEBS 4-12=-271/144, 5-12=-112/1069, 6-12=-897/183, 6-10=-199/3273, 7-10=-3102/312, 8-10=-187/3455 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) 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) 9, 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 4-7-7 28-1-8 1-0-6 0-10-14 4-4-15 9-5-7 3-8-15 4-4-15 9.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge], [8:0-3-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.69 0.56 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.40 0.07 0.06 (loc) 11-12 11-12 10 12 l/defl >999 >838 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 145 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-14: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 3-8-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-7 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-14, 7-11 REACTIONS. (lb/size) 2=1193/0-3-8, 10=1118/Mechanical Max Horz 2=209(LC 5) Max Uplift2=-70(LC 6), 10=-67(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1477/94, 3-4=-1386/121, 4-5=-1158/180, 5-6=-1167/162, 6-7=-1764/151, 7-8=-300/24, 8-9=-365/15, 9-10=-1197/24 BOT CHORD 2-15=-111/1061, 14-15=-111/1061, 13-14=-137/1776, 12-13=-137/1776, 11-12=-122/1207 WEBS 4-14=-316/134, 5-14=-80/896, 6-14=-1105/135, 6-12=-350/110, 7-12=-15/756, 7-11=-1237/159, 9-11=-20/1020 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 2, 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 2-6-4 7-7-1 9.00 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge], [5:0-4-0,0-1-6], [6:0-5-0,0-2-1], [7:0-6-4,0-1-12], [10:0-3-8,0-2-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.85 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.19 -0.50 0.07 0.12 (loc) 10-11 2-13 9 10-11 l/defl >999 >676 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 136 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-7: 2x6 SP No.1, 7-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 6-13,8-10: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 3-0-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-8 max.): 5-6, 7-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 7-11 REACTIONS. (lb/size) 9=1157/Mechanical, 2=1241/0-3-8 Max Horz 2=168(LC 5) Max Uplift9=-59(LC 7), 2=-64(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1540/125, 3-4=-1446/158, 4-5=-1323/167, 5-6=-1013/166, 6-7=-1598/168, 7-8=-3006/227, 8-9=-1075/133 BOT CHORD 2-13=-105/1095, 13-14=-38/1163, 12-14=-38/1163, 11-12=-38/1163, 10-11=-216/2960 WEBS 5-13=-17/483, 6-13=-359/86, 6-11=-15/779, 7-11=-1882/188, 7-10=-702/165, 8-10=-226/3015 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) 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) 9, 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0-10-14 7-5-9 9.00 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge], [5:0-4-0,0-1-6], [6:0-5-0,0-0-10], [9:0-6-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.62 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.16 -0.42 0.03 0.01 (loc) 9-11 9-11 9 13 l/defl >999 >596 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 102 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 2-11-12, Right 2x6 SP No.1 2-11-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=897/0-3-8, 9=897/0-3-8 Max Horz 2=-170(LC 4) Max Uplift2=-67(LC 6), 9=-67(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1016/91, 3-4=-935/123, 4-5=-820/132, 5-6=-592/138, 6-7=-820/132, 7-8=-934/123, 8-9=-1016/91 BOT CHORD 2-13=-56/712, 12-13=0/591, 11-12=0/591, 9-11=-1/712 WEBS 5-13=-14/269, 6-11=-22/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 2, 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 including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.87 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.22 -0.56 0.03 0.01 (loc) 8-9 8-9 8 8-9 l/defl >999 >444 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 91 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 3-4-11, Right 2x6 SP No.1 3-4-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=823/0-3-8, 2=900/0-3-8 Max Horz 2=198(LC 5) Max Uplift8=-31(LC 7), 2=-70(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-999/86, 3-4=-840/123, 4-5=-775/130, 5-6=-776/130, 6-7=-842/124, 7-8=-1000/101 BOT CHORD 2-10=-55/706, 9-10=-55/706, 8-9=-12/712 WEBS 5-9=-55/557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 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) 0.69 0.84 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.22 -0.57 0.03 0.02 (loc) 2-10 2-10 8 2-10 l/defl >999 >428 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 90 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 3-4-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=884/0-3-8, 8=807/Mechanical Max Horz 2=209(LC 5) Max Uplift2=-70(LC 6), 8=-29(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-974/85, 3-4=-815/122, 4-5=-750/128, 5-6=-752/131, 6-7=-295/71, 7-8=-263/68 BOT CHORD 2-10=-60/688, 9-10=-9/665, 8-9=-9/665 WEBS 5-10=-58/537, 6-8=-673/51 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 2, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 11-4-11 5-6-10 16-11-6 5-6-11 22-0-0 5-0-10 25-1-12 3-1-12 28-7-0 3-5-4 0-10-14 9-5-7 14-0-9 1-1-13 4-7-2 9.00 12 9.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [13:0-3-8,0-2-0] 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) 0.98 0.53 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.35 -0.87 0.73 0.21 (loc) 12 12-13 10 12 l/defl >988 >391 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 141 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SP 2400F 2.0E *Except* 1-15: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 4-14,7-12,8-12,9-11: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 3-8-8 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-13 REACTIONS. (lb/size) 1=1138/0-3-8, 10=1138/0-5-8 Max Horz 1=-309(LC 4) Max Uplift1=-28(LC 6), 10=-72(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1514/86, 2-3=-1421/113, 3-4=-1184/170, 4-5=-1194/168, 5-6=-1931/129, 6-7=-2072/124, 7-8=-5961/144, 8-9=-3636/180, 9-10=-1138/96 BOT CHORD 1-16=0/1092, 15-16=0/1092, 14-15=0/1092, 13-14=0/1623, 12-13=0/4402, 11-12=-102/3554 WEBS 3-14=-336/142, 4-14=-96/984, 5-14=-1012/137, 5-13=0/866, 7-13=-2872/111, 7-12=0/2875, 8-12=0/2007, 8-11=-878/72, 9-11=-81/2975 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 -1-2-8 1-2-8 5-10-2 5-10-2 11-4-11 5-6-10 16-11-6 5-6-11 22-0-0 5-0-10 25-1-12 3-1-12 28-7-0 3-5-4 0-10-14 9-5-7 14-0-9 1-1-13 4-7-2 9.00 12 9.00 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge], [11:0-6-0,Edge], [14:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.53 0.61 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.32 -0.81 0.70 0.20 (loc) 13 13-14 11 13 l/defl >999 >420 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 135 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 7-10: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 2-16: 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-15,8-13,9-13,10-12: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 3-8-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-15, 8-14 REACTIONS. (lb/size) 11=1136/0-5-8, 2=1212/0-3-8 Max Horz 2=-305(LC 4) Max Uplift11=-72(LC 7), 2=-67(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1506/83, 3-4=-1415/109, 4-5=-1180/168, 5-6=-1190/166, 6-7=-1923/126, 7-8=-2064/106, 8-9=-5949/138, 9-10=-3639/178, 10-11=-1143/95 BOT CHORD 2-17=0/1084, 16-17=0/1084, 15-16=0/1084, 14-15=0/1618, 13-14=0/4390, 12-13=-100/3554 WEBS 4-15=-328/137, 5-15=-93/978, 6-15=-1010/136, 6-14=0/859, 8-14=-2864/109, 8-13=0/2875, 9-13=0/1995, 9-12=-872/71, 10-12=-80/2974 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 2. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 13-2-6 2-0-9 7-9-12 14.00 12 14.00 12 Plate Offsets (X,Y)-- [6:Edge,0-2-0], [9:0-8-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.57 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.16 -0.40 0.50 0.27 (loc) 9 9 8 9-10 l/defl >974 >388 n/a >573 L/d 360 240 n/a 240 PLATES MT20 Weight: 72 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 6-9: 2x4 SPF No.2, 1-12: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-3 oc bracing. REACTIONS. (lb/size) 8=517/Mechanical, 12=517/0-5-8 Max Horz 12=316(LC 6) Max Uplift8=-162(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1414/720, 2-3=-2133/1112, 3-4=-2129/983, 4-5=-2069/999, 5-6=-2119/1179, 6-7=-456/216, 1-12=-540/300, 7-8=-446/204 BOT CHORD 11-12=-500/213, 10-11=-1084/1352, 9-10=-1319/2080 WEBS 1-11=-463/995, 2-11=-347/224, 2-10=-208/593, 6-9=-1156/1994 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=162. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 7-3-12 30-11-0 7-3-12 33-11-0 3-0-0 35-5-8 1-6-8 0-4-14 8-6-10 10-6-10 1-8-14 2-0-0 6.00 12 Plate Offsets (X,Y)-- [5:0-5-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.78 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.15 -0.39 0.14 0.05 (loc) 13-15 13-15 10 12-13 l/defl >999 >605 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 136 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 7-11: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 4-15,6-15: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-15, 7-13 REACTIONS. All bearings 7-11-0 except (jt=length) 10=0-3-8, 15=0-5-8. (lb) - Max Horz 1=-152(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 15 except 10=-110(LC 7), 16=-143(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 16 except 10=590(LC 1), 16=408(LC 10), 15=1959(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9/484, 2-3=0/857, 3-4=0/1015, 4-5=0/706, 5-6=0/510, 6-7=-391/114, 7-8=-1207/115, 8-10=-571/181 BOT CHORD 1-16=-360/131, 15-16=-360/131, 14-15=0/269, 13-14=0/269, 12-13=-57/1289, 7-12=0/290 WEBS 2-16=-248/294, 2-15=-597/184, 4-15=-1130/108, 6-15=-915/169, 6-13=0/462, 7-13=-1027/162, 8-12=0/1006 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 15 except (jt=lb) 10=110, 16=143. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 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) 0.29 0.29 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.09 -0.01 0.01 (loc) 6-7 6-7 11 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 80 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-6: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11 REACTIONS. (lb/size) 9=576/0-3-8, 11=462/0-3-0 Max Horz 9=301(LC 6) Max Uplift11=-146(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/0, 3-4=-326/0, 6-10=-57/317, 5-10=-57/317, 2-9=-534/12 BOT CHORD 8-9=-297/40, 7-8=-145/285, 6-7=-108/326 WEBS 4-6=-397/131, 2-8=0/265, 5-11=-462/149 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=146. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.35 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.12 -0.02 0.01 (loc) 6-7 6-7 11 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 78 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-6: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11 REACTIONS. (lb/size) 9=576/0-3-8, 11=462/0-3-0 Max Horz 9=301(LC 6) Max Uplift11=-146(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-429/0, 3-4=-357/0, 6-10=-49/304, 5-10=-49/304, 2-9=-538/11 BOT CHORD 8-9=-293/36, 7-8=-155/286, 6-7=-118/359 WEBS 4-6=-410/134, 2-8=0/283, 5-11=-462/149 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=146. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 31-11-0 3-9-12 33-1-8 1-2-8 2-4-14 6-4-14 10-6-10 0-10-14 6.00 12 9.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [8:0-6-8,Edge], [14:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.98 0.72 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.31 0.07 0.04 (loc) 12-14 14-15 8 12-14 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 147 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-14,5-10,6-10,1-15: 2x4 SPF-S Stud SLIDER Right 2x6 SP No.1 2-5-8 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-12, 5-12 REACTIONS. (lb/size) 15=1392/Mechanical, 8=1472/0-3-8 Max Horz 15=188(LC 5) Max Uplift15=-59(LC 6), 8=-93(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1749/238, 2-3=-1386/236, 3-4=-1268/274, 4-5=-1379/266, 5-6=-1734/229, 6-7=-1804/215, 7-8=-1870/190, 1-15=-1323/195 BOT CHORD 13-14=-72/1480, 13-16=-72/1480, 12-16=-72/1480, 11-12=-30/1385, 11-17=-30/1385, 10-17=-30/1385, 8-10=-77/1331 WEBS 2-12=-506/148, 4-12=-51/668, 5-12=-385/119, 5-10=0/283, 1-14=-86/1440 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 10-8-0 -1-2-8 1-2-8 5-5-12 5-5-12 10-8-0 5-2-4 15-10-0 5-2-0 21-0-0 5-2-0 24-3-8 3-3-8 27-7-0 3-3-8 29-3-0 1-8-0 34-5-4 5-2-4 39-11-0 5-5-12 41-1-8 1-2-8 0-10-14 8-9-0 10-6-10 0-10-14 8-9-0 9.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-2-2], [7:0-3-0,0-1-13], [9:0-3-12,Edge], [10:0-3-0,0-2-2] 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-M) 0.86 0.85 0.48 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.58 -1.01 0.14 0.10 (loc) 18-20 18-20 13 18-20 l/defl >832 >475 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 218 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-5,10-14: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-20,11-15: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 2-0-0, Right 2x6 SP No.1 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except 2-0-0 oc purlins (3-6-2 max.): 5-7, 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-20, 7-18, 9-16 REACTIONS. (lb/size) 2=1857/0-3-8, 13=1840/0-3-8 Max Horz 2=207(LC 5) Max Uplift2=-134(LC 6), 13=-94(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-664/0, 3-4=-2416/241, 4-5=-2230/252, 5-6=-1732/241, 6-7=-2242/290, 7-8=-2542/364, 8-9=-2095/343, 9-10=-1853/272, 10-11=-2173/261, 11-12=-2364/249, 12-13=-790/0 BOT CHORD 2-20=-137/1819, 19-20=-52/2107, 19-29=-52/2107, 29-30=-52/2107, 18-30=-52/2107, 18-31=0/1736, 17-31=0/1736, 16-17=0/1736, 15-16=0/1697, 13-15=-73/1789 WEBS 5-20=-51/972, 6-20=-708/152, 6-18=-4/344, 7-18=-1349/240, 8-18=-154/1636, 8-16=-127/420, 9-16=-980/177, 10-16=-99/742, 10-15=0/377 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 except (jt=lb) 2=134. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 6-2-4 19-11-8 7-3-8 27-3-0 7-3-8 33-5-4 6-2-4 39-11-0 6-5-12 41-1-8 1-2-8 0-10-14 10-3-0 10-4-14 0-10-14 10-3-0 9.00 12 Plate Offsets (X,Y)-- [2:0-5-4,0-0-8], [4:0-2-12,0-3-0], [5:0-3-0,0-2-2], [7:0-3-0,0-2-2], [8:0-2-12,0-3-0], [10:0-5-4,0-0-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix-M) 0.76 0.86 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.22 -0.43 0.16 0.07 (loc) 15-17 15-17 10 15 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 198 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-4,8-11: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 14-16: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-18,4-17,8-13,8-12: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 2-0-0, Right 2x6 SP No.1 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, except 2-0-0 oc purlins (3-7-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-15 REACTIONS. (lb/size) 2=1936/0-3-8, 10=1936/0-3-8 Max Horz 2=222(LC 5) Max Uplift2=-76(LC 6), 10=-76(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-497/0, 3-4=-2490/206, 4-5=-2207/263, 5-6=-1965/280, 6-7=-1965/280, 7-8=-2207/263, 8-9=-2490/206, 9-10=-497/0 BOT CHORD 2-27=-153/1895, 18-27=-153/1895, 17-18=-152/1896, 16-17=-107/1682, 16-28=-107/1682, 15-28=-107/1682, 15-29=0/1682, 14-29=0/1682, 13-14=0/1682, 12-13=-35/1896, 12-30=-36/1895, 10-30=-36/1895 WEBS 4-17=-288/158, 5-17=-18/489, 5-15=-169/584, 6-15=-516/211, 7-15=-169/584, 7-13=-18/489, 8-13=-288/158 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 7-5-12 14-8-0 7-2-4 19-11-8 5-3-8 25-3-0 5-3-8 32-5-4 7-2-4 39-11-0 7-5-12 41-1-8 1-2-8 0-10-14 11-9-0 11-10-14 0-10-14 11-9-0 9.00 12 Plate Offsets (X,Y)-- [2:0-0-8,0-5-4], [6:0-3-0,0-2-2], [8:0-3-0,0-2-2], [12:0-0-8,0-5-4] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix-M) 0.90 0.93 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.59 -1.03 0.16 0.06 (loc) 16-17 16-17 12 14-16 l/defl >817 >465 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 199 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-5,9-13: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-19,10-14: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 2-0-0, Right 2x6 SP No.1 2-0-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-4-14 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 7-17, 7-16, 10-16 REACTIONS. (lb/size) 2=2043/0-3-8, 12=2043/0-3-8 Max Horz 2=257(LC 5) Max Uplift2=-85(LC 6), 12=-85(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-578/0, 3-4=-2640/208, 4-5=-2203/219, 5-6=-2067/265, 6-7=-1654/261, 7-8=-1654/261, 8-9=-2067/265, 9-10=-2203/219, 10-11=-2640/208, 11-12=-578/0 BOT CHORD 2-28=-118/2009, 19-28=-118/2009, 19-29=-118/2009, 18-29=-118/2009, 17-18=-118/2009, 17-30=-41/1734, 30-31=-41/1734, 16-31=-41/1734, 15-16=-23/2009, 15-32=-23/2009, 14-32=-23/2009, 14-33=-23/2009, 12-33=-23/2009 WEBS 4-17=-475/191, 6-17=-39/876, 7-17=-321/200, 7-16=-321/200, 8-16=-39/876, 10-16=-475/191 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Plate Offsets (X,Y)-- [6:0-4-0,0-2-0], [8:0-4-0,0-2-0] 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-M) 0.92 0.73 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.37 -0.64 0.04 0.03 (loc) 11-12 11-12 10 12-14 l/defl >959 >551 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 169 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-14: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-10-0 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12, 7-11, 9-10 REACTIONS. (lb/size) 2=1517/0-3-8, 10=1502/0-3-8 Max Horz 2=312(LC 6) Max Uplift2=-58(LC 6), 10=-45(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-436/0, 3-4=-1869/106, 4-5=-1345/111, 5-6=-1202/160, 6-7=-963/180, 7-8=-517/122, 8-9=-719/107, 9-10=-1467/135 BOT CHORD 2-19=-216/1401, 14-19=-216/1401, 14-20=-216/1401, 13-20=-216/1401, 12-13=-216/1401, 12-21=-85/810, 21-22=-85/810, 11-22=-85/810 WEBS 4-14=0/257, 4-12=-568/193, 6-12=0/368, 7-12=-57/402, 7-11=-764/156, 9-11=-52/1086 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 9.00 12 Plate Offsets (X,Y)-- [1:0-6-8,Edge], [5:0-3-0,0-2-2], [7:0-4-0,0-2-0], [8: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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.54 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.49 -0.01 0.02 (loc) 10-11 10-11 9 1-13 l/defl >419 >245 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 185 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 3-13: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 4-7-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. WEBS 1 Row at midpt 3-11, 5-11, 6-11, 6-10, 7-10, 8-9 REACTIONS. All bearings 29-4-0. (lb) - Max Horz 1=377(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 11, 9, 10 Max Grav All reactions 250 lb or less at joint(s) 9, 9 except 1=529(LC 10), 13=440(LC 10), 11=921(LC 10), 10=866(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-521/148, 2-3=-410/182, 3-4=-257/120 BOT CHORD 1-14=-283/334, 13-14=-283/334, 13-15=-283/334, 12-15=-283/334, 11-12=-283/334 WEBS 3-11=-320/262, 5-11=-283/101, 6-10=-265/151, 7-10=-262/55 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 1, 11, 9, 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 -1-2-8 1-2-8 4-0-0 4-0-0 6-8-0 2-8-0 15-0-3 8-4-3 22-7-8 7-7-5 30-2-13 7-7-5 34-3-0 4-0-3 36-3-0 2-0-0 41-0-0 4-9-0 44-7-0 3-7-0 45-9-8 1-2-8 1-10-14 4-8-9 7-11-9 11-2-0 1-10-14 11-2-0 9.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [3:0-4-15,Edge], [5:0-4-0,0-2-0], [7:0-4-0,0-2-0], [21:0-3-8,0-2-0] 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) 0.71 0.85 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.46 0.15 0.08 (loc) 17-18 15-17 13 17 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 264 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5,7-8: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 *Except* 16-19: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 3-20,4-18,5-18,6-18,6-17,6-15,7-15,8-15: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-8 max.): 3-4, 5-7, 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 6-18, 6-15, 8-15, 8-14, 10-13 REACTIONS. (lb/size) 22=2068/0-3-8, 13=2132/0-3-8 Max Horz 22=-275(LC 4) Max Uplift22=-90(LC 6), 13=-86(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1989/193, 3-4=-2499/244, 4-5=-2550/280, 5-6=-1953/293, 6-7=-1946/292, 7-8=-2464/316, 8-9=-1817/232, 9-10=-2360/247, 2-22=-2024/207 BOT CHORD 21-22=-260/279, 20-21=-203/1565, 19-20=-195/2547, 18-19=-195/2547, 18-23=-144/2256, 17-23=-144/2256, 17-24=-144/2256, 16-24=-144/2256, 15-16=-144/2256, 15-25=-4/2146, 25-26=-4/2146, 14-26=-4/2146, 13-14=-34/1527 WEBS 3-21=-647/30, 3-20=-129/1906, 4-20=-1545/201, 4-18=-687/167, 5-18=-7/988, 6-18=-671/175, 6-17=0/433, 6-15=-666/154, 7-15=-73/1096, 8-15=-458/147, 8-14=-1228/111, 9-14=-71/1107, 2-21=-39/1651, 10-14=-45/430, 10-13=-2329/131 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 22, 13. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 8-8-0 2-8-0 15-0-3 6-4-3 22-7-8 7-7-5 30-2-13 7-7-5 32-3-0 2-0-3 34-3-0 2-0-0 39-3-4 5-0-4 44-7-0 5-3-12 45-9-8 1-2-8 1-10-14 6-2-9 9-5-9 11-2-0 1-10-14 11-2-0 9.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [5:0-6-0,0-2-0], [7:0-6-0,0-2-0], [20:0-5-8,0-2-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.95 0.97 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.29 -0.70 0.13 0.08 (loc) 13-14 13-14 13 17 l/defl >999 >754 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 267 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5,7-8: 2x6 SP No.1 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 19-21: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-20,4-20,10-14,2-21,2-20,11-13,10-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-15 max.): 3-4, 5-7, 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-20, 4-18, 5-17, 6-17, 7-17, 8-15, 8-14, 10-13 REACTIONS. (lb/size) 21=2149/0-3-8, 13=2175/0-3-8 Max Horz 21=-275(LC 4) Max Uplift21=-90(LC 6), 13=-86(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2366/202, 3-4=-1789/203, 4-5=-2586/297, 5-6=-2229/317, 6-7=-2229/317, 7-8=-2403/330, 8-9=-1842/252, 9-10=-2359/268, 10-11=-310/133, 2-21=-2121/205, 11-13=-371/153 BOT CHORD 20-21=-277/291, 20-22=-199/2436, 22-23=-199/2436, 19-23=-199/2436, 18-19=-199/2436, 18-24=-153/2002, 17-24=-153/2002, 17-25=-65/1929, 16-25=-65/1929, 15-16=-65/1929, 14-15=-36/2034, 14-26=-32/1695, 26-27=-32/1695, 13-27=-32/1695 WEBS 3-20=-38/1103, 4-20=-1517/151, 4-18=-603/166, 5-18=-8/767, 5-17=-167/520, 6-17=-476/211, 7-17=-147/631, 7-15=-82/680, 8-15=-500/132, 8-14=-974/162, 9-14=-72/1068, 10-14=-71/273, 2-20=0/1809, 10-13=-2246/116 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 21, 13. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 -1-2-8 1-2-8 4-1-12 4-1-12 8-0-0 3-10-4 10-8-0 2-8-0 15-0-3 4-4-3 22-9-4 7-9-1 30-2-13 7-5-9 30-3-0 0-0-3 32-3-0 2-0-0 38-6-0 6-3-0 44-7-0 6-1-0 45-9-8 1-2-8 1-10-14 7-8-9 10-11-9 11-2-0 1-10-14 11-2-0 9.00 12 Plate Offsets (X,Y)-- [3:0-3-8,0-2-0], [6:0-5-4,0-2-12], [10:0-3-0,0-3-0], [11:0-3-0,0-1-12], [14:0-3-8,0-2-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.84 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.37 -0.70 0.13 0.07 (loc) 15-17 15-17 13 17-18 l/defl >999 >762 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 274 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6,6-8: 2x6 SP No.1 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 19-21: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-20,4-20,5-20,10-14,2-21,3-21,11-13,11-14: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-7 max.): 4-5, 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-20, 5-18, 6-17, 7-17, 8-17, 8-15, 10-15, 3-21 REACTIONS. (lb/size) 21=2166/0-3-8, 13=2187/0-3-8 Max Horz 21=-274(LC 4) Max Uplift21=-91(LC 6), 13=-73(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2382/251, 4-5=-1849/228, 5-6=-2592/318, 6-7=-2299/316, 7-8=-2299/316, 8-9=-1813/276, 9-10=-2392/290, 10-11=-2393/217, 2-21=-276/144, 11-13=-2121/214 BOT CHORD 20-21=-220/1618, 20-22=-187/2317, 22-23=-187/2317, 19-23=-187/2317, 18-19=-187/2317, 18-24=-159/2041, 17-24=-159/2041, 17-25=-80/1953, 16-25=-80/1953, 16-26=-80/1953, 15-26=-80/1953, 15-27=-10/1833, 14-27=-10/1833 WEBS 3-20=-48/404, 4-20=-84/1160, 5-20=-1327/126, 5-18=-556/152, 6-18=-48/807, 6-17=-165/567, 7-17=-516/216, 8-17=-130/685, 8-15=-819/250, 9-15=-79/1068, 10-14=-358/76, 3-21=-2390/105, 11-14=-27/1818 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 13. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 12-8-0 2-8-0 15-0-3 2-4-3 23-7-8 8-7-5 32-2-13 8-7-5 38-6-0 6-3-3 44-7-0 6-1-0 45-9-8 1-2-8 1-10-14 9-2-9 11-2-0 1-10-14 11-2-0 9.00 12 Plate Offsets (X,Y)-- [6:0-4-0,0-2-0], [9:0-3-4,0-2-4], [10:0-3-0,0-3-0], [11:0-3-0,0-1-12], [14:0-3-8,0-2-0] 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) 0.97 0.91 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.25 -0.56 0.13 0.07 (loc) 17-18 20-21 13 17 l/defl >999 >952 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 253 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6: 2x6 SP No.1, 6-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 13-16: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-20,10-14,2-21,3-21,11-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins, except end verticals, and 2-0-0 oc purlins (2-11-6 max.): 4-5, 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-20, 5-18, 7-18, 7-15, 10-15, 3-21 REACTIONS. (lb/size) 21=2245/0-3-8, 13=2208/0-3-8 Max Horz 21=275(LC 5) Max Uplift21=-90(LC 6), 13=-73(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-287/133, 3-4=-2459/269, 4-5=-1891/249, 5-6=-2599/334, 6-7=-2074/298, 7-8=-1832/281, 8-9=-1833/280, 9-10=-2395/292, 10-11=-2427/216, 2-21=-355/152, 11-13=-2153/213 BOT CHORD 21-22=-223/1753, 22-23=-223/1753, 20-23=-223/1753, 20-24=-172/2222, 19-24=-172/2222, 18-19=-172/2222, 18-25=-155/2371, 17-25=-155/2371, 16-17=-155/2371, 16-26=-155/2371, 15-26=-155/2371, 15-27=-8/1860, 14-27=-8/1860 WEBS 3-20=-71/304, 4-20=-79/1161, 5-20=-1106/154, 5-18=-621/151, 6-18=-90/1208, 7-18=-617/157, 7-17=0/510, 7-15=-969/185, 9-15=-41/964, 10-14=-318/84, 3-21=-2371/114, 11-14=-24/1857 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 13. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 44-7-0 6-6-8 -1-2-8 1-2-8 5-9-0 5-9-0 12-0-0 6-3-0 14-8-0 2-8-0 15-5-8 0-9-8 23-7-8 8-2-0 31-9-8 8-2-0 38-0-8 6-3-0 44-7-0 6-6-8 45-9-8 1-2-8 1-10-14 10-8-9 11-3-11 11-6-0 1-10-14 11-3-11 9.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [3:0-3-0,0-3-0], [6:0-4-15,Edge], [10:0-3-0,0-3-0], [11:0-2-12,0-1-8], [14:0-3-8,0-2-8], [21:0-3-8,0-2-0] 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) 1.00 0.89 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.25 -0.52 0.12 0.08 (loc) 17-18 17-18 13 17-18 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 263 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 *Except* 16-19: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-21,10-14,2-22,2-21,11-13,11-14: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins, except end verticals, and 2-0-0 oc purlins (2-8-10 max.): 4-5, 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-20, 5-20, 5-18, 7-18, 7-15, 10-15 REACTIONS. (lb/size) 22=2145/0-3-8, 13=2177/0-3-8 Max Horz 22=-281(LC 4) Max Uplift22=-71(LC 6), 13=-75(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2330/211, 3-4=-2310/291, 4-5=-1750/276, 5-6=-2288/315, 6-7=-1965/298, 7-8=-1781/281, 8-9=-1780/281, 9-10=-2345/298, 10-11=-2423/219, 2-22=-2098/209, 11-13=-2115/215 BOT CHORD 21-22=-252/289, 21-23=-199/1788, 20-23=-199/1788, 19-20=-160/1996, 18-19=-160/1996, 18-24=-144/2280, 17-24=-144/2280, 16-17=-144/2280, 16-25=-144/2280, 15-25=-144/2280, 15-26=-4/1848, 14-26=-4/1848 WEBS 3-21=-316/89, 4-20=-70/1011, 5-20=-1038/173, 5-18=-324/118, 6-18=-60/931, 7-18=-603/151, 7-17=0/502, 7-15=-921/183, 9-15=-50/947, 10-14=-271/82, 2-21=-30/1804, 11-14=-13/1808 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 13. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 26-2-1 7-9-3 33-9-8 7-7-7 39-7-0 5-9-8 44-7-0 5-0-0 45-9-8 1-2-8 1-10-14 9-9-11 10-0-0 1-10-14 9-9-11 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.96 0.66 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.68 0.13 0.09 (loc) 18-19 18-19 12 16 l/defl >999 >783 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 225 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-18,9-13,2-19,3-19,10-12,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-13 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 7-15, 3-19, 9-12 REACTIONS. (lb/size) 19=2229/0-3-8, 12=2242/0-3-8 Max Horz 19=245(LC 5) Max Uplift19=-65(LC 6), 12=-65(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-272/116, 3-4=-2453/274, 4-5=-2514/323, 5-6=-2511/321, 6-7=-2511/321, 7-8=-2542/323, 8-9=-2470/274, 9-10=-274/116, 2-19=-337/137, 10-12=-338/137 BOT CHORD 19-20=-261/1728, 20-21=-261/1728, 18-21=-261/1728, 18-22=-206/1887, 17-22=-206/1887, 16-17=-206/1887, 16-23=-210/2540, 15-23=-210/2540, 14-15=-73/1901, 14-24=-73/1901, 13-24=-73/1901, 13-25=-42/1740, 25-26=-42/1740, 12-26=-42/1740 WEBS 3-18=-97/341, 4-18=0/278, 4-16=-220/1073, 5-16=-516/206, 7-15=-532/259, 8-15=-221/1096, 8-13=0/278, 9-13=-97/344, 3-19=-2355/144, 9-12=-2371/144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 65 lb uplift at joint 19 and 65 lb uplift at joint 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 4-9-8 15-6-8 6-9-0 22-3-8 6-9-0 29-0-8 6-9-0 35-9-8 6-9-0 40-7-0 4-9-8 44-7-0 4-0-0 45-9-8 1-2-8 1-10-14 8-4-2 8-6-0 1-10-14 8-4-2 9.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-6], [9:0-4-0,0-1-6] 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) 0.60 0.79 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.33 -0.60 0.16 0.11 (loc) 17-19 17-19 13 16-17 l/defl >999 >883 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 214 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 5-19,5-17,6-17,6-16,8-16,8-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins, except end verticals, and 2-0-0 oc purlins (3-0-14 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 6-17, 6-16, 8-14, 3-20, 10-13 REACTIONS. (lb/size) 20=2129/0-3-8, 13=2129/0-3-8 Max Horz 20=210(LC 5) Max Uplift20=-105(LC 5), 13=-105(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2374/262, 4-5=-1827/246, 5-6=-2888/317, 6-7=-2888/317, 7-8=-2888/317, 8-9=-1827/246, 9-10=-2374/262, 2-20=-253/132, 11-13=-253/132 BOT CHORD 19-20=-261/1572, 19-21=-326/2722, 18-21=-326/2722, 18-22=-326/2722, 17-22=-326/2722, 17-23=-331/2998, 23-24=-331/2998, 16-24=-331/2998, 16-25=-265/2722, 15-25=-265/2722, 15-26=-265/2722, 14-26=-265/2722, 13-14=-51/1572 WEBS 3-19=-92/457, 4-19=-48/1041, 5-19=-1425/250, 5-17=-7/653, 6-17=-261/132, 6-16=-261/132, 8-16=-7/653, 8-14=-1425/250, 9-14=-48/1041, 10-14=-92/457, 3-20=-2355/134, 10-13=-2355/134 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) except (jt=lb) 20=105, 13=105. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.88 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.32 -0.43 0.05 0.03 (loc) 11-13 11-13 10 11-13 l/defl >958 >711 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 124 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-11,5-13: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 7-10 REACTIONS. (lb/size) 14=1231/0-3-8, 10=1231/0-3-8 Max Horz 14=260(LC 5) Max Uplift14=-92(LC 6), 10=-92(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-273/113, 3-4=-1277/169, 4-5=-1144/215, 5-6=-1144/215, 6-7=-1277/169, 7-8=-273/113, 2-14=-369/152, 8-10=-369/152 BOT CHORD 14-15=-51/1016, 15-16=-51/1016, 13-16=-51/1016, 13-17=0/720, 12-17=0/720, 12-18=0/720, 11-18=0/720, 11-19=0/1016, 19-20=0/1016, 10-20=0/1016 WEBS 5-11=-86/550, 5-13=-86/550, 3-14=-1184/23, 7-10=-1184/23 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 1-8-0 7-3-12 5-7-12 12-11-8 5-7-12 14-11-0 1-11-8 20-1-8 5-2-8 25-7-8 5-6-0 1-1-14 10-10-8 1-4-8 1-0-0 9.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [10:0-3-0,0-1-12], [14:0-2-8,0-3-0], [16:0-6-8,0-3-4] 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) 0.43 0.80 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.11 -0.32 0.13 0.05 (loc) 14-15 14-15 11 15-16 l/defl >999 >963 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 136 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-17: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 5-14,6-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row at midpt 7-14 WEBS 1 Row at midpt 5-14 REACTIONS. (lb/size) 11=1039/Mechanical, 18=1178/0-3-8 Max Horz 18=277(LC 5) Max Uplift11=-36(LC 7), 18=-91(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1904/183, 3-4=-1485/94, 4-5=-1298/117, 5-6=-907/166, 6-7=-1066/239, 7-8=-1135/162, 8-9=-1095/112, 9-10=-1203/90, 2-18=-1068/161, 10-11=-986/91 BOT CHORD 3-16=-175/318, 15-16=-316/1687, 15-19=-34/1116, 14-19=-34/1116 WEBS 3-15=-578/293, 5-15=0/357, 5-14=-585/144, 6-14=-171/898, 12-14=0/911, 10-12=0/820, 16-18=-282/245, 2-16=-111/1499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 18. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 5-6-0 3-10-0 10-4-11 4-10-11 14-11-0 4-6-5 15-6-5 0-7-5 20-5-3 4-10-13 25-7-8 5-2-5 1-1-14 8-9-1 8-11-6 1-4-8 1-0-0 8-9-1 9.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [5:0-4-0,0-1-6], [16:0-6-4,0-3-4] 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) 0.40 0.52 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.18 0.11 0.03 (loc) 13-14 13-14 9 15 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 133 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-17: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 6-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-8 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 9=1095/Mechanical, 18=1182/0-3-8 Max Horz 18=214(LC 5) Max Uplift9=-25(LC 7), 18=-81(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1885/145, 3-4=-1523/129, 4-5=-1241/163, 5-6=-919/166, 6-7=-1263/164, 7-8=-1266/109, 2-18=-1089/161, 8-9=-1043/91 BOT CHORD 3-16=-139/271, 15-16=-274/1604, 14-15=-84/1189, 14-19=0/938, 13-19=0/939, 6-13=-11/434 WEBS 3-15=-425/194, 4-14=-342/130, 5-14=0/389, 7-10=-304/73, 8-10=-5/883, 2-16=-78/1455, 10-13=-20/938 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) 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) 9, 18. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 7-3-12 30-11-0 7-3-12 33-11-0 3-0-0 35-5-8 1-6-8 0-4-14 8-6-10 10-6-10 1-8-14 2-0-0 6.00 12 Plate Offsets (X,Y)-- [6:0-5-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.98 0.78 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.15 -0.40 0.14 0.15 (loc) 14-16 14-16 11 2-17 l/defl >999 >589 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 137 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 8-12: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 5-16,7-16: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 8-14 REACTIONS. (lb/size) 2=198/0-8-0, 11=583/0-3-8, 16=2067/0-5-8 Max Horz 2=-146(LC 7) Max Uplift2=-181(LC 6), 11=-103(LC 7), 16=-175(LC 6) Max Grav 2=371(LC 10), 11=607(LC 11), 16=2067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-179/568, 3-4=-51/836, 4-5=-47/1028, 5-6=-2/711, 6-7=-3/515, 7-8=-435/60, 8-9=-1255/46, 9-11=-587/156 BOT CHORD 2-17=-461/95, 16-17=-461/95, 15-16=0/310, 14-15=0/310, 13-14=-4/1328, 8-13=0/287 WEBS 3-17=-166/292, 3-16=-729/447, 5-16=-1130/155, 7-16=-920/164, 7-14=0/463, 8-14=-1025/145, 9-13=0/1047 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=181, 11=103, 16=175. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.10 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 6 7 6 6 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 46 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-10-5. (lb) - Max Horz 2=-123(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2 except 10=-104(LC 6), 8=-104(LC 7) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9 except 10=325(LC 10), 8=325(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 10=104, 8=104. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.11 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 7 8 7 7 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 47 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-10-5. (lb) - Max Horz 2=-101(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 7, 12, 9, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 7 except 12=294(LC 1), 9=294(LC 1), 11=296(LC 10), 10=296(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7, 12, 9, 11, 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.11 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 7 7 6 7 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 43 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-10-5. (lb) - Max Horz 2=66(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=263(LC 11), 10=282(LC 10), 8=282(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 2, 6, 9, 10, 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 0.00 (loc) 9 9 9 9 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 44 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-6, 7-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 15-10-5. (lb) - Max Horz 2=32(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 12, 13, 14, 15, 11 Max Grav All reactions 250 lb or less at joint(s) 2, 9, 15, 11 except 12=254(LC 11), 13=346(LC 10), 14=279(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-13=-261/105 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) 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, 9, 12, 13, 14, 15, 11. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with 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. July 31,2018 WB (Matrix) 0.13 0.08 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 6 6 6 6 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 8-11-11. (lb) - Max Horz 2=22(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 10, 8 except 9=304(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 2, 6, 9, 10, 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.09 0.09 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 6 6 5 6 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 28 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 8-11-11. (lb) - Max Horz 2=57(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 5, 8, 7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 2, 5, 8, 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 including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 (Matrix) 0.19 0.20 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.01 0.02 0.00 -0.01 (loc) 5 5 4 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 28 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=216/8-11-11, 4=216/8-11-11, 6=336/8-11-11 Max Horz 2=-80(LC 4) Max Uplift2=-35(LC 6), 4=-42(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 (Matrix) 0.17 0.14 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.00 0.00 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 56 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=393/0-3-8, 4=292/0-1-8 Max Horz 5=198(LC 4) Max Uplift5=-130(LC 3), 4=-222(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 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; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=130, 4=222. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 340 lb down and 45 lb up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=-340(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. July 31,2018 (Matrix) 0.16 0.10 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.00 0.00 (loc) 4-5 4-5 4 5 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=220/0-3-8, 4=102/0-1-8 Max Horz 5=197(LC 6) Max Uplift4=-125(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-6/255 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=125. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.09 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.01 0.00 (loc) 6 6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=220/0-3-8, 5=133/0-1-8 Max Horz 7=122(LC 5) Max Uplift7=-8(LC 6), 5=-61(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.12 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.01 0.00 (loc) 5-6 5-6 4 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 23 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=196/0-3-8, 4=196/0-1-8 Max Horz 6=128(LC 6) Max Uplift4=-83(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-358/97 WEBS 1-5=-18/278, 2-4=-283/176 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.00 (loc) 3-4 3-4 3 4 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=135/0-3-8, 3=135/0-1-8 Max Horz 4=141(LC 6) Max Uplift3=-132(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=132. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 (Matrix) 0.16 0.12 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.00 (loc) 4-5 4-5 4 5 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 22 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 3-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=233/0-3-8, 4=119/0-1-8 Max Horz 5=209(LC 6) Max Uplift4=-133(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-252/7 WEBS 2-4=-8/269 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=133. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 (Matrix) 0.39 0.24 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.14 -0.00 -0.00 (loc) 4-5 4-5 4 4-5 l/defl >999 >526 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 38 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS. (lb/size) 5=362/0-3-8, 4=226/0-1-8 Max Horz 5=259(LC 6) Max Uplift4=-209(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-300/0 BOT CHORD 4-5=-282/40 WEBS 2-4=-43/334 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=209. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.31 0.21 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.04 -0.00 0.01 (loc) 4-5 4-5 4 5-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 45 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS. All bearings 10-3-8. (lb) - Max Horz 6=242(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 6 except 4=-229(LC 6) Max Grav All reactions 250 lb or less at joint(s) 4, 4, 6 except 5=325(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-119/284 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 4=229. 5) 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. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 (Matrix) 0.74 0.25 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.07 -0.17 -0.00 -0.01 (loc) 4-5 4-5 4 4-5 l/defl >999 >458 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 33 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=350/0-3-8, 4=252/0-1-8 Max Horz 5=221(LC 6) Max Uplift4=-125(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-282/8 BOT CHORD 4-5=-272/121 WEBS 2-4=-111/276 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=125. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.24 0.16 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 -0.00 0.00 (loc) 4-5 4-5 4 5 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 26 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 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=275/0-3-8, 4=129/0-1-8 Max Horz 5=247(LC 6) Max Uplift4=-161(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-296/8 WEBS 2-4=-9/323 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=161. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.07 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.00 0.00 (loc) 5-6 5-6 5 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 29 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-7: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=275/0-3-8, 5=129/0-1-8 Max Horz 8=247(LC 6) Max Uplift5=-161(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-259/154 BOT CHORD 3-6=-281/63 WEBS 6-8=-378/9 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=161. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.01 0.00 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 2-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=208/0-3-8, 3=61/Mechanical, 4=24/Mechanical Max Horz 5=116(LC 6) Max Uplift5=-19(LC 6), 3=-43(LC 6) Max Grav 5=208(LC 1), 3=61(LC 1), 4=49(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.01 0.00 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 2-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=208/0-3-8, 3=61/Mechanical, 4=24/Mechanical Max Horz 5=116(LC 6) Max Uplift5=-19(LC 6), 3=-43(LC 6) Max Grav 5=208(LC 1), 3=61(LC 1), 4=49(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 -0.02 0.00 (loc) 5 5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 1-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=143/0-3-8, 3=-9/Mechanical, 4=3/Mechanical Max Horz 5=112(LC 6) Max Uplift5=-1(LC 4), 3=-58(LC 6), 4=-77(LC 6) Max Grav 5=143(LC 1), 3=16(LC 4), 4=15(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 -0.02 0.00 (loc) 5 5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 1-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=143/0-3-8, 3=-9/Mechanical, 4=3/Mechanical Max Horz 5=112(LC 6) Max Uplift5=-1(LC 4), 3=-58(LC 6), 4=-77(LC 6) Max Grav 5=143(LC 1), 3=16(LC 4), 4=15(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 BC WB (Matrix) 0.16 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 6 6 3 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 1-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=152/0-3-8, 3=5/Mechanical, 4=5/Mechanical Max Horz 7=85(LC 6) Max Uplift3=-16(LC 7), 4=-46(LC 6) Max Grav 7=152(LC 1), 3=10(LC 4), 4=25(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 BC WB (Matrix) 0.19 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.01 0.00 (loc) 6 6 3 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 1-2-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=143/0-3-8, 3=1/Mechanical, 4=4/Mechanical Max Horz 7=84(LC 6) Max Uplift3=-22(LC 6), 4=-42(LC 6) Max Grav 7=143(LC 1), 3=11(LC 4), 4=17(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.01 0.00 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 3-0-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=213/0-3-8, 3=67/Mechanical, 4=27/Mechanical Max Horz 5=120(LC 6) Max Uplift5=-18(LC 6), 3=-47(LC 6) Max Grav 5=213(LC 1), 3=67(LC 1), 4=52(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 -0.01 0.00 (loc) 5 5 3 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 1-1-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=177/0-3-8, 3=-19/Mechanical, 4=-2/Mechanical Max Horz 5=122(LC 6) Max Uplift3=-31(LC 7), 4=-61(LC 6) Max Grav 5=177(LC 1), 3=17(LC 4), 4=15(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.25 0.10 0.08 (loc) 4-5 4-5 3 4-5 l/defl >872 >311 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=350/0-3-8, 3=177/Mechanical, 4=74/Mechanical Max Horz 5=205(LC 6) Max Uplift3=-112(LC 6) Max Grav 5=350(LC 1), 3=177(LC 1), 4=126(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-294/64 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) except (jt=lb) 3=112. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 -0.26 0.01 (loc) 5 5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 24 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x8 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-2-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. REACTIONS. (lb/size) 5=882/0-3-8, 4=-12/Mechanical, 3=-503/Mechanical Max Horz 5=195(LC 6) Max Uplift4=-285(LC 6), 3=-503(LC 1) Max Grav 5=882(LC 1), 4=24(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-849/114, 2-3=-342/0 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=285, 3=503. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 10 lb up at -3-2-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 1=-80(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. July 31,2018 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.03 0.00 (loc) 5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=185/0-3-8, 3=30/Mechanical, 4=14/Mechanical Max Horz 5=113(LC 6) Max Uplift3=-52(LC 6), 4=-34(LC 6) Max Grav 5=185(LC 1), 3=30(LC 1), 4=34(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.06 -0.14 0.05 (loc) 4-5 4-5 3 4-5 l/defl >999 >905 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 16 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 4-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=277/0-3-8, 3=121/Mechanical, 4=50/Mechanical Max Horz 5=176(LC 6) Max Uplift3=-95(LC 6), 4=-10(LC 6) Max Grav 5=277(LC 1), 3=121(LC 1), 4=88(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 -0.01 0.00 (loc) 5 5 3 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 0-9-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=190/0-3-8, 3=-52/Mechanical, 4=-3/Mechanical Max Horz 5=86(LC 6) Max Uplift5=-5(LC 4), 3=-52(LC 1), 4=-86(LC 6) Max Grav 5=190(LC 1), 3=11(LC 4), 4=12(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.05 0.01 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 2-9-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=207/0-3-8, 3=59/Mechanical, 4=24/Mechanical Max Horz 5=131(LC 6) Max Uplift3=-64(LC 6), 4=-24(LC 6) Max Grav 5=207(LC 1), 3=59(LC 1), 4=50(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.05 0.01 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 2-9-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=207/0-3-8, 3=59/Mechanical, 4=24/Mechanical Max Horz 5=131(LC 6) Max Uplift3=-64(LC 6), 4=-24(LC 6) Max Grav 5=207(LC 1), 3=59(LC 1), 4=50(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 -0.01 0.00 (loc) 5 5 3 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 0-9-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=190/0-3-8, 3=-52/Mechanical, 4=-3/Mechanical Max Horz 5=86(LC 6) Max Uplift5=-5(LC 4), 3=-52(LC 1), 4=-86(LC 6) Max Grav 5=190(LC 1), 3=11(LC 4), 4=12(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.04 0.02 0.02 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 5-6: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=307/0-3-8, 3=99/Mechanical, 4=46/Mechanical Max Horz 7=163(LC 6) Max Uplift7=-1(LC 6), 3=-59(LC 6), 4=-3(LC 6) Max Grav 7=307(LC 1), 3=99(LC 1), 4=82(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-288/76 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) 7, 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 -0.03 0.02 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 4-2-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=284/0-3-8, 3=100/Mechanical, 4=41/Mechanical Max Horz 5=163(LC 6) Max Uplift5=-15(LC 6), 3=-69(LC 6) Max Grav 5=284(LC 1), 3=100(LC 1), 4=76(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 -0.03 0.00 (loc) 5 5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 1-6-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=218/0-3-8, 3=-11/Mechanical, 4=2/Mechanical Max Horz 5=160(LC 6) Max Uplift3=-45(LC 6), 4=-72(LC 6) Max Grav 5=218(LC 1), 3=22(LC 4), 4=23(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 -0.03 0.00 (loc) 5 5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 1-6-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=218/0-3-8, 3=-11/Mechanical, 4=2/Mechanical Max Horz 5=160(LC 6) Max Uplift3=-45(LC 6), 4=-72(LC 6) Max Grav 5=218(LC 1), 3=22(LC 4), 4=23(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 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: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-4-1. (lb) - Max Horz 1=136(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6, 7 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 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 including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.15 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.00 0.00 (loc) 6-7 6-7 4 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc purlins, except end verticals, and 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=163/0-3-8, 4=89/1-5-6, 5=141/0-3-8 Max Horz 7=74(LC 6) Max Uplift4=-32(LC 6), 5=-6(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;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 studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 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 including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 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) 0.69 0.32 0.13 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: 74 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 5-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14 REACTIONS. All bearings 9-7-0. (lb) - Max Horz 18=-238(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 15, 16, 13, 12 except 18=-548(LC 4), 10=-544(LC 5), 17=-525(LC 5), 11=-522(LC 4) Max Grav All reactions 250 lb or less at joint(s) 15, 16, 13, 12 except 18=552(LC 5), 10=548(LC 4), 14=290(LC 7), 17=526(LC 4), 11=522(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-253/261, 4-5=-33/296, 5-6=-33/296, 9-10=-250/259 WEBS 5-14=-385/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 16, 13, 12 except (jt=lb) 18=548, 10=544, 17=525, 11=522. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 0.14 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 -0.00 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 60 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS. All bearings 2-3-8 except (jt=length) 5=0-3-8, 5=0-3-8, 4=0-1-8. (lb) - Max Horz 7=259(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 6 except 4=-226(LC 6) Max Grav All reactions 250 lb or less at joint(s) 5, 5, 4 except 7=341(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-301/0 BOT CHORD 6-7=-283/35, 5-6=-283/35, 4-5=-283/35 WEBS 2-4=-39/334 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 4=226. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 2-3-7 7-1-14 2-3-7 10-5-6 3-3-9 13-3-11 2-10-5 1-0-1 13-2-6 2-0-9 7-9-12 14.00 12 14.00 12 Plate Offsets (X,Y)-- [6:Edge,0-2-0], [9:0-8-4,0-3-0], [14:0-1-4,0-1-0], [19:0-1-11,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.35 0.63 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.16 -0.40 0.50 0.25 (loc) 9 9 8 9-10 l/defl >974 >388 n/a >610 L/d 360 240 n/a 240 PLATES MT20 Weight: 80 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 6-9: 2x4 SPF No.2, 1-12: 2x6 SP No.1 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-13 oc bracing. REACTIONS. (lb/size) 8=517/0-5-8, 12=517/0-5-8 Max Horz 12=304(LC 5) Max Uplift8=-142(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1414/649, 2-3=-2133/980, 3-4=-2129/842, 4-5=-2069/857, 5-6=-2119/1035, 6-7=-456/197, 1-12=-540/277, 7-8=-446/174 BOT CHORD 11-12=-461/267, 10-11=-989/1352, 9-10=-1181/2080 WEBS 1-11=-413/995, 2-11=-347/204, 2-10=-171/593, 6-9=-1032/1994 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=142. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. July 31,2018 BC WB (Matrix) 0.28 0.03 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 1 1 7 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 32 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-6-15. (lb) - Max Horz 2=120(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8, 9 Max Grav All reactions 250 lb or less at joint(s) 7, 8, 9 except 2=476(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 8, 9. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 180 lb down and 23 lb up at -1-2-8 on top 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-60, 2-7=-20 Concentrated Loads (lb) Vert: 1=-180(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. July 31,2018 33-11-0 2-0-0 7-9-4 7-9-4 16-3-8 8-6-4 23-7-4 7-3-12 30-11-0 7-3-12 33-11-0 3-0-0 35-5-8 1-6-8 0-4-14 8-6-10 10-6-10 1-8-14 2-0-0 6.00 12 Plate Offsets (X,Y)-- [5:0-5-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.90 0.71 0.49 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.15 -0.38 0.05 0.03 (loc) 14-16 14-16 11 1-17 l/defl >999 >548 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 136 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 7-12: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 4-16,6-16: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 14-16,13-14. WEBS 1 Row at midpt 4-16, 6-16 REACTIONS. All bearings 0-3-8 except (jt=length) 10=2-3-8, 16=6-10-0, 16=6-10-0. (lb) - Max Horz 1=-152(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 10, 16, 17, 11 Max Grav All reactions 250 lb or less at joint(s) 1, 10 except 16=1397(LC 1), 16=1397(LC 1), 17=516(LC 10), 17=399(LC 1), 11=705(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/394, 3-4=0/547, 4-5=0/347, 6-7=-605/129, 7-8=-360/53, 8-10=-262/158 BOT CHORD 15-16=0/456, 14-15=0/456, 13-14=0/474, 12-13=-521/82, 7-13=-394/129 WEBS 2-17=-356/154, 2-16=-349/162, 4-16=-753/83, 6-16=-762/158, 6-14=0/369, 8-13=0/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10, 16, 17, 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.01 0.00 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 26 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=330/0-3-8, 3=58/Mechanical, 4=29/Mechanical Max Horz 5=148(LC 5) Max Uplift5=-65(LC 5), 3=-47(LC 6) Max Grav 5=330(LC 1), 3=58(LC 1), 4=65(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-291/105 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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 65 lb uplift at joint 5 and 47 lb uplift at joint 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 60 lb up at 2-4-1 on top chord, and 3 lb down and 0 lb up at 2-4-1 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). 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=0(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. July 31,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.03 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 7 6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 35 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=265/0-3-15, 5=112/0-1-8 Max Horz 7=119(LC 4) Max Uplift7=-147(LC 5), 5=-116(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-251/193 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 lb uplift at joint 7 and 116 lb uplift at joint 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 18 lb up at 0-9-3, and 39 lb down and 82 lb up at 1-8-9 on top chord, and 3 lb down and 47 lb up at 0-9-3, and 7 lb down and 81 lb up at 1-9-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 6-7=-20, 5-6=-20 Concentrated Loads (lb) Vert: 6=4(B) 3=27(B) 9=4(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. July 31,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.03 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 7 6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 35 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=264/0-3-15, 5=111/0-1-8 Max Horz 7=153(LC 5) Max Uplift7=-122(LC 5), 5=-130(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-251/194 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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) Bearing at joint(s) 7, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 7 and 130 lb uplift at joint 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 15 lb up at 0-9-10, and 39 lb down and 82 lb up at 1-8-9 on top chord, and 5 lb down and 53 lb up at 0-9-10, and 7 lb down and 81 lb up at 1-9-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 6-7=-20, 5-6=-20 Concentrated Loads (lb) Vert: 6=4(F) 3=27(F) 9=6(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. July 31,2018 WB (Matrix) 0.39 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.01 0.01 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 30 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=380/0-3-8, 3=60/Mechanical, 4=34/Mechanical Max Horz 5=162(LC 5) Max Uplift5=-112(LC 5), 3=-64(LC 5), 4=-21(LC 5) Max Grav 5=380(LC 1), 3=60(LC 1), 4=76(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-331/118 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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 112 lb uplift at joint 5, 64 lb uplift at joint 3 and 21 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 including 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) 30 lb down and 3 lb up at -2-2-13, and 39 lb down and 91 lb up at 1-11-8, and 64 lb down and 65 lb up at 2-6-8 on top chord, and 4 lb down and 64 lb up at 1-11-8, and 3 lb down at 2-6-8 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). 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: 1=-30(F) 6=30(B) 9=-0(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. July 31,2018 WB (Matrix) 0.39 0.17 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 -0.00 0.02 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 64 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x10 SP 2400F 2.0E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=1106/0-4-3, 4=-260/Mechanical Max Horz 5=230(LC 5) Max Uplift5=-379(LC 5), 4=-448(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-1051/234, 2-6=0/292, 7-8=-317/21, 3-8=-269/36, 3-4=-82/504 WEBS 2-4=0/276 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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 379 lb uplift at joint 5 and 448 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 including 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) 80 lb down and 7 lb up at -4-6-7, 80 lb down and 7 lb up at -4-6-7, and 587 lb up at 1-8-1, and 97 lb down and 122 lb up at 2-9-8 on top chord, and 23 lb down and 286 lb up at 1-8-1, and 71 lb down at 2-9-8 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 1=-160(F=-80, B=-80) 7=235(B) 8=-97(F) 10=-47(F) Trapezoidal Loads (plf) Vert: 6=-100(F=-40)-to-2=-142(F=-82) 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. July 31,2018 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.01 0.00 (loc) 5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=392/0-4-9, 3=-14/Mechanical, 4=18/Mechanical Max Horz 5=108(LC 6) Max Uplift5=-40(LC 6), 3=-30(LC 7), 4=-12(LC 6) Max Grav 5=392(LC 1), 4=46(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-359/102 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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 40 lb uplift at joint 5, 30 lb uplift at joint 3 and 12 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 including 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) 40 lb down and 5 lb up at -1-8-8, and 40 lb down and 5 lb up at -1-8-8 on top 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). 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: 1=-80(F=-40, B=-40) 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. July 31,2018 (Matrix) 0.51 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.06 -0.10 0.06 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 40 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=309/0-4-9, 3=165/Mechanical, 4=66/Mechanical Max Horz 5=172(LC 5) Max Uplift5=-290(LC 5), 3=-144(LC 5), 4=-50(LC 5) Max Grav 5=309(LC 1), 3=165(LC 1), 4=127(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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 290 lb uplift at joint 5, 144 lb uplift at joint 3 and 50 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 including 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) 41 lb down and 137 lb up at 1-1-0, 41 lb down and 137 lb up at 1-1-0, and 54 lb down and 70 lb up at 3-10-15, and 54 lb down and 70 lb up at 3-10-15 on top chord, and 10 lb down and 88 lb up at 1-1-0, 10 lb down and 88 lb up at 1-1-0, and 5 lb down and 39 lb up at 3-10-15, and 5 lb down and 39 lb up at 3-10-15 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). 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: 6=91(F=46, B=46) 9=1(F=0, B=0) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. July 31,2018 WB (Matrix) 0.63 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 -0.04 0.02 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 36 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=580/0-3-8, 3=36/Mechanical, 4=38/Mechanical Max Horz 5=200(LC 5) Max Uplift5=-140(LC 5), 3=-107(LC 6), 4=-33(LC 5) Max Grav 5=580(LC 1), 3=38(LC 10), 4=96(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-517/158 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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 140 lb uplift at joint 5, 107 lb uplift at joint 3 and 33 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 including 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) 60 lb down and 5 lb up at -2-10-3, 40 lb down and 3 lb up at -2-10-3, and 44 lb down and 82 lb up at 2-8-12, and 62 lb down and 92 lb up at 3-9-5 on top chord, and 6 lb down and 78 lb up at 2-8-12, and 13 lb down at 3-9-5 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). 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: 1=-100(F=-60, B=-40) 6=27(F) 7=-6(B) 8=7(F) 9=-9(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. July 31,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.01 0.02 (loc) 7 7 3 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 42 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 5-7: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=619/0-3-8, 3=47/Mechanical, 4=43/Mechanical Max Horz 8=200(LC 5) Max Uplift8=-121(LC 5), 3=-90(LC 6), 4=-57(LC 5) Max Grav 8=619(LC 1), 3=47(LC 1), 4=118(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-8=-586/168, 2-6=-505/168 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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 121 lb uplift at joint 8, 90 lb uplift at joint 3 and 57 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 including 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) 60 lb down and 5 lb up at -2-10-3, 40 lb down and 3 lb up at -2-10-3, and 44 lb down and 82 lb up at 2-8-12, and 60 lb down and 82 lb up at 3-9-5 on top chord, and 6 lb down and 78 lb up at 2-8-14, and 20 lb down and 22 lb up at 3-9-5 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). 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, 7-8=-20, 5-6=-20, 4-5=-20 Concentrated Loads (lb) Vert: 1=-100(F=-60, B=-40) 7=7(B) 9=27(B) 10=-5(F) 11=-15(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. July 31,2018