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HomeMy WebLinkAboutM001.0Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by 84 Components - 0783. Pages or sheets covered by this seal: I35161188 thru I35161207 My license renewal date for the state of Indiana is July 31, 2020. 1802684R 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: 1802684R 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. November 1,2018 Liu, Xuegang Job 1802684R Truss AGE01 Truss Type GABLE Qty 1 Ply 1 1802684R Job Reference (optional) I35161188 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:14 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-7fm9zHgOZaflBWl5cE89SjEWG3fjXuJeTSY1W0yNdJF Scale = 1:70.1 12 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 46 47 48 49 50 51 52 53 54 55 3x6 5x6 2x4 3x6 4x6 4x4 4x4 3x6 4x4 4x4 4x6 4x4 4x4 9-4-8 9-4-8 18-5-8 9-1-0 27-10-0 9-4-8 -1-0-0 1-0-0 7-1-4 7-1-4 13-11-0 6-9-12 20-8-12 Job 1802684R Truss AGE02 Truss Type GABLE Qty 1 Ply 1 1802684R Job Reference (optional) I35161189 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:16 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-32uwOzhe5CvSQquUkfAdX8KrotK5?oixwm17bvyNdJD Scale = 1:70.1 12 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 45 46 47 48 49 50 51 52 53 54 3x6 5x6 2x4 3x6 4x6 4x4 4x4 4x4 4x4 4x6 4x4 4x4 5x6 9-4-8 9-4-8 18-5-8 9-1-0 27-10-0 9-4-8 -1-0-0 1-0-0 7-1-4 7-1-4 13-11-0 6-9-12 20-8-12 6-9-12 Job 1802684R Truss AM01 Truss Type Monopitch Qty 7 Ply 1 1802684R Job Reference (optional) I35161190 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:16 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-32uwOzhe5CvSQquUkfAdX8KtrtLG?nFxwm17bvyNdJD Scale = 1:19.6 1 2 3 4 5 6 7 8 1.5x4 3x6 3x4 1.5x4 8-6-0 8-6-0 -1-0-0 1-0-0 4-6-1 4-6-1 8-6-0 3-11-15 0-4-0 3-2-0 4.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. Job 1802684R Truss AM02 Truss Type Monopitch Qty 2 Ply 1 1802684R Job Reference (optional) I35161191 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:17 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-YESIbJiGsV1J2zTgIMhs4Lsv0HlCkJp59Qnh7LyNdJC Scale = 1:15.3 1 2 3 4 5 6 1.5x4 1.5x4 2x4 5-10-0 5-10-0 -1-0-0 1-0-0 5-10-0 5-10-0 0-4-0 2-3-5 4.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.91 Job 1802684R Truss AM03 Truss Type Monopitch Qty 6 Ply 1 1802684R Job Reference (optional) I35161192 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:18 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-0R0gpfjudp9Ag72tr4C5cZP6ug56Tm3EO4WEgoyNdJB Scale = 1:14.8 1 2 3 4 5 6 1.5x4 1.5x4 2x4 5-6-0 5-6-0 -1-0-0 1-0-0 5-6-0 5-6-0 0-4-0 2-2-0 4.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.78 Job 1802684R Truss AM04 Truss Type Monopitch Qty 5 Ply 1 1802684R Job Reference (optional) I35161193 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:18 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-0R0gpfjudp9Ag72tr4C5cZPBmg7kTm3EO4WEgoyNdJB Scale: 1"=1' 1 2 3 4 5 6 1.5x4 1.5x4 2x4 4-6-0 4-6-0 -1-0-0 1-0-0 4-6-0 4-6-0 0-4-0 1-10-0 4.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.47 Job 1802684R Truss AT01 Truss Type Common Qty 20 Ply 1 1802684R Job Reference (optional) I35161194 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:20 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-yp8QELl99QQuvRCFzVEZh_UWLUfExd0XrO?LkgyNdJ9 Scale = 1:61.4 1 2 3 4 5 6 7 8 9 10 11 14 13 12 15 16 17 18 19 20 21 22 23 24 3x6 4x6 3x6 4x6 4x4 4x4 3x6 4x4 1.5x4 4x4 1.5x4 4x6 4x4 4x4 9-4-8 9-4-8 18-5-8 9-1-0 27-10-0 9-4-8 -1-0-0 1-0-0 7-1-4 7-1-4 13-11-0 6-9-12 20-8-12 6-9-12 27-10-0 Job 1802684R Truss BGE01 Truss Type GABLE Qty 1 Ply 1 1802684R Job Reference (optional) I35161195 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:20 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-yp8QELl99QQuvRCFzVEZh_UZTUjsxeTXrO?LkgyNdJ9 Scale = 1:39.6 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 4x6 4x6 4x6 7-11-0 7-11-0 15-10-0 7-11-0 -1-0-0 1-0-0 7-11-0 7-11-0 15-10-0 7-11-0 16-10-0 1-0-0 0-8-0 5-11-5 0-8-0 8.00 12 Plate Offsets (X,Y)-- [2:0-1-3,0-1-12], [10:0-1-3,0-1-12], [12:0-0-0,0-1-12], [20:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * Job 1802684R Truss BT01 Truss Type Common Qty 2 Ply 1 1802684R Job Reference (optional) I35161196 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:21 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-Q0hpRhlnwkYlXbnRXCmoEB1dHu3Yg5Pg42luG6yNdJ8 Scale = 1:38.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 4x6 4x4 4x4 4x4 4x4 4x4 4x4 1.5x4 7-11-0 7-11-0 15-10-0 7-11-0 -1-0-0 1-0-0 7-11-0 7-11-0 15-10-0 7-11-0 16-10-0 1-0-0 0-8-0 5-11-5 0-8-0 8.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 Job 1802684R Truss CGE01 Truss Type Common Supported Gable Qty 1 Ply 1 1802684R Job Reference (optional) I35161197 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:23 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-MOpZsMn1SLoTmuxqedoGJc68kht071MzXME?L?yNdJ6 Scale = 1:38.0 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 4x4 3x4 3x6 3x4 21-8-0 21-8-0 -1-0-0 1-0-0 10-10-0 10-10-0 21-8-0 10-10-0 22-8-0 1-0-0 0-5-0 4-11-3 0-5-0 5.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * Job 1802684R Truss CT01 Truss Type Common Qty 3 Ply 1 1802684R Job Reference (optional) I35161198 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:25 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-JnxJH2oHzz2B0C4Dm2qkO1CL4VNgbsOG?gj6PuyNdJ4 Scale = 1:37.9 1 2 3 4 5 6 7 10 9 8 11 12 13 14 4x6 3x6 3x6 4x4 1.5x4 4x4 1.5x4 3x6 7-4-8 7-4-8 14-3-8 6-11-0 21-8-0 7-4-8 -1-0-0 1-0-0 5-7-12 5-7-12 10-10-0 5-2-4 16-0-4 5-2-4 21-8-0 5-7-12 22-8-0 1-0-0 0-5-0 4-11-3 0-5-0 5.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL Job 1802684R Truss DGE01 Truss Type Common Supported Gable Qty 1 Ply 1 1802684R Job Reference (optional) I35161199 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:26 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-nzViUOpwkGA2dMfPJlLzxFkfqvuzKOIPDKSfyKyNdJ3 Scale = 1:30.3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x6 4x4 3x6 12-8-0 12-8-0 -1-0-0 1-0-0 6-4-0 6-4-0 12-8-0 6-4-0 13-8-0 1-0-0 0-8-0 4-10-11 0-8-0 8.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL 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 1802684R Truss DT01 Truss Type Common Qty 1 Ply 1 1802684R Job Reference (optional) I35161200 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:26 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-nzViUOpwkGA2dMfPJlLzxFkaovptKNEPDKSfyKyNdJ3 Scale = 1:31.5 1 2 3 4 5 6 7 8 9 10 11 12 4x4 3x4 4x4 4x4 3x4 4x4 4x4 1.5x4 6-4-0 6-4-0 12-8-0 6-4-0 -1-0-0 1-0-0 6-4-0 6-4-0 12-8-0 6-4-0 13-8-0 1-0-0 0-8-0 4-10-11 0-8-0 8.00 12 Plate Offsets (X,Y)-- [2:0-1-13,0-0-4], [6:0-1-13,0-0-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 Job 1802684R Truss EGE01 Truss Type Common Supported Gable Qty 1 Ply 1 1802684R Job Reference (optional) I35161201 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:27 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-F934ikqYVaIvFWEbtTsCTSHqZJEJ3rfZSzCDUmyNdJ2 Scale = 1:26.2 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x6 4x4 3x6 10-7-0 10-7-0 -1-0-0 1-0-0 5-3-8 5-3-8 10-7-0 5-3-8 11-7-0 1-0-0 0-8-0 4-2-5 0-8-0 8.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL 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 1802684R Truss ET01 Truss Type Common Qty 1 Ply 1 1802684R Job Reference (optional) I35161202 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:28 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-jMcSv4rAGuQltgpoRAOR0gqzliXzoH2ihdxm0DyNdJ1 Scale = 1:27.4 1 2 3 4 5 6 7 8 9 10 4x4 3x4 4x4 4x4 3x4 4x4 4x4 1.5x4 5-3-8 5-3-8 10-7-0 5-3-8 -1-0-0 1-0-0 5-3-8 5-3-8 10-7-0 5-3-8 11-7-0 1-0-0 0-8-0 4-2-5 0-8-0 8.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job 1802684R Truss FGE01 Truss Type GABLE Qty 1 Ply 1 1802684R Job Reference (optional) I35161203 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:29 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-BYAq6Qso1BYcUqO_?uvgZtMAp6wWXjoswHhJYfyNdJ0 Scale = 1:18.2 1 2 3 4 5 6 10 9 8 7 11 12 13 2x4 -1-0-0 1-0-0 8-6-0 8-6-0 0-4-0 3-2-0 4.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.09 Job 1802684R Truss GGE01 Truss Type GABLE Qty 1 Ply 1 1802684R Job Reference (optional) I35161204 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:30 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-fkkCKmsQoVgT6zzAYbQv55vLZWG?GB7?8xQt55yNdJ? Scale = 1:15.3 1 2 3 4 5 8 7 6 9 1.5x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 -1-0-0 1-0-0 5-10-0 5-10-0 0-4-0 2-3-5 4.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P Job 1802684R Truss GGE02 Truss Type GABLE Qty 1 Ply 1 1802684R Job Reference (optional) I35161205 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:30 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-fkkCKmsQoVgT6zzAYbQv55vLZWGzGB7?8xQt55yNdJ? Scale = 1:14.8 1 2 3 4 5 8 7 6 9 10 1.5x4 2x4 1.5x4 1.5x4 1.5x4 3x6 -1-0-0 1-0-0 5-6-0 5-6-0 0-4-0 2-2-0 4.00 12 Plate Offsets (X,Y)-- [3:0-0-9,0-1-12], [8:0-0-11,1-3-4], [8:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Job 1802684R Truss HGE01 Truss Type GABLE Qty 1 Ply 1 1802684R Job Reference (optional) I35161206 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:32 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-b7szlRugK6wBLH7Zg0SNAW_gwKxBk5cIcFv_8_yNdIz Scale: 1"=1' 1 2 3 4 6 5 7 8 1.5x4 2x4 1.5x4 1.5x4 1.5x4 -1-0-0 1-0-0 4-6-0 4-6-0 0-4-0 1-10-0 4.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.10 0.04 Job 1802684R Truss PGR01 Truss Type COMMON Qty 1 Ply 2 1802684R Job Reference (optional) I35161207 84 Components, Franklin, IN - 46131, 8.220 s Oct 6 2018 MiTek Industries, Inc. Thu Nov 1 08:12:33 2018 Page 1 ID:Lfhe7tQkjJJpigs7S2TWBuyQIh0-4JQLynvJ5Q22zRhlEjzcjjXmfjBPTKkRqvfXgQyNdIy Scale = 1:34.7 1 2 3 4 5 9 8 7 6 10 11 12 13 6x10 5x6 6x8 6x10 8x8 4x4 4x8 4x4 4x8 6-2-14 6-2-14 10-10-0 4-7-2 15-5-2 4-7-2 21-8-0 6-2-14 -1-0-0 1-0-0 6-2-14 6-2-14 10-10-0 4-7-2 15-5-2 4-7-2 21-8-0 6-2-14 22-8-0 1-0-0 0-5-0 4-11-3 0-5-0 5.00 12 Plate Offsets (X,Y)-- [1:0-7-14,Edge], [5:0-5-6,Edge], [6:0-5-8,0-2-0], [7:0-4-0,0-4-12], [9:0-5-8,0-2-0] LOADING (psf) 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. TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.42 0.43 0.90 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.20 0.05 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x8 SP DSS WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=4471/0-5-8, 5=4471/0-3-8 Max Horz 1=-44(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8633/544, 2-3=-6174/426, 3-4=-6174/426, 4-5=-8695/548 BOT CHORD 1-9=-455/7906, 7-9=-455/7906, 6-7=-459/7980, 5-6=-459/7980 WEBS 3-7=-251/4181, 4-7=-2779/193, 4-6=-55/1638, 2-7=-2697/188, 2-9=-54/1620 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. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 10-10-0, Exterior(2) 10-10-0 to 13-10-0, Interior(1) 13-10-0 to 21-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 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. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-100, 3-5=-100, 1-5=-320 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 1 1 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=79/4-6-0, 2=246/4-6-0, 6=298/4-6-0 Max Horz 2=44(LC 14) Max Uplift 5=-3(LC 14), 2=-18(LC 14) Max Grav 5=89(LC 19), 2=246(LC 19), 6=328(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-273/146 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 4-4-4 zone; cantilever 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 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. November 1,2018 Matrix-P 0.09 0.03 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 1 1 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-6-0. (lb) - Max Horz 2=51(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 2, 7 Max Grav All reactions 250 lb or less at joint(s) 6, 2, 8 except 7=308(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-265/135 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 5-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 0.09 0.02 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 1 1 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-10-0. (lb) - Max Horz 2=54(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 2, 7 Max Grav All reactions 250 lb or less at joint(s) 6, 2, 8 except 7=306(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-264/133 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-0-0 to 1-10-0, Exterior(2) 1-10-0 to 5-8-4 zone; cantilever 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 0.04 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 1 1 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 8-6-0. (lb) - Max Horz 2=74(LC 14) 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, 2 except 8=316(LC 19), 9=268(LC 19), 10=287(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-8=-271/120 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 8-4-4 zone; cantilever 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 8, 9. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.24 0.25 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.04 0.01 (loc) 2-8 2-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-1-4, Right 2x4 SPF Stud 3-1-4 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=483/0-3-8, 6=483/0-3-8 Max Horz 2=-66(LC 10) Max Uplift 2=-14(LC 12), 6=-14(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-492/46, 4-6=-492/46 BOT CHORD 2-8=0/319, 6-8=0/319 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-3-8, Exterior(2) 5-3-8 to 8-3-8, Interior(1) 8-3-8 to 11-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.08 0.02 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 8 9 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 10-7-0. (lb) - Max Horz 16=-66(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 5-3-8, Corner(3) 5-3-8 to 8-3-8, Exterior(2) 8-3-8 to 11-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.40 0.36 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.07 0.01 (loc) 6-8 2-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 3-8-13, Right 2x4 SPF Stud 3-8-13 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=567/0-3-8, 6=567/0-3-8 Max Horz 2=-76(LC 10) Max Uplift 2=-13(LC 12), 6=-13(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-596/48, 4-6=-596/48 BOT CHORD 2-8=0/393, 6-8=0/393 WEBS 4-8=0/295 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-4-0, Exterior(2) 6-4-0 to 9-4-0, Interior(1) 9-4-0 to 13-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.08 0.03 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 8 9 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-8-0. (lb) - Max Horz 16=-76(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-4-0, Corner(3) 6-4-0 to 9-4-0, Exterior(2) 9-4-0 to 13-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.65 0.74 0.35 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.21 0.07 (loc) 8-10 6-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 73 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=1401/0-5-8, 6=1392/0-3-8 Max Horz 2=49(LC 13) Max Uplift 2=-12(LC 14), 6=-10(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2477/66, 3-4=-2145/68, 4-5=-2161/68, 5-6=-2500/66 BOT CHORD 2-10=-9/2166, 8-10=0/1473, 6-8=-15/2192 WEBS 4-8=0/805, 5-8=-613/97, 4-10=0/782, 3-10=-594/96 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-10-0, Exterior(2) 10-10-0 to 13-10-0, Interior(1) 13-10-0 to 22-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.07 0.05 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 12 13 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF 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 21-8-0. (lb) - Max Horz 2=-49(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 18, 20, 21, 22, 23, 17, 16, 15, 14, 12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 10-10-0, Corner(3) 10-10-0 to 13-10-0, Exterior(2) 13-10-0 to 22-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 20, 21, 22, 23, 17, 16, 15, 14, 12. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.77 0.56 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.17 0.01 (loc) 6-8 6-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 60 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 4-8-3, Right 2x4 SPF Stud 4-8-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=693/0-3-8, 6=693/0-3-8 Max Horz 2=-93(LC 10) Max Uplift 2=-11(LC 12), 6=-11(LC 12) Max Grav 2=701(LC 18), 6=701(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-780/49, 4-6=-780/49 BOT CHORD 2-8=0/585, 6-8=0/585 WEBS 4-8=0/389 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 to 16-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.32 0.52 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.22 0.01 (loc) 14 14 12 l/defl >999 >652 n/a L/d 240 180 n/a PLATES MT20 Weight: 68 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-6-8 except (jt=length) 12=0-3-8. (lb) - Max Horz 20=-93(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 12, 18, 19 Max Grav All reactions 250 lb or less at joint(s) 18, 19 except 20=561(LC 1), 12=647(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-583/0, 3-4=-528/20, 4-5=-539/51, 5-6=-516/89, 6-7=-494/82, 7-8=-511/39, 8-9=-552/6, 9-10=-605/0, 2-20=-485/35, 10-12=-525/44 BOT CHORD 19-20=0/423, 18-19=0/423, 17-18=0/423, 16-17=0/423, 15-16=0/423, 14-15=0/423, 13-14=0/423, 12-13=0/423 WEBS 6-16=-40/317 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 1-11-0, Interior(1) 1-11-0 to 7-11-0, Exterior(2) 7-11-0 to 10-11-0, Interior(1) 10-11-0 to 16-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 7-1-4 28-10-0 1-0-0 0-8-0 9-11-5 0-8-0 8.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-3], [10:0-3-5,0-1-3] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.52 0.82 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.39 0.05 (loc) 12-14 2-14 10 l/defl >999 >865 n/a L/d 240 180 n/a PLATES MT20 Weight: 118 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 8-12,4-14: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 4-2-8, Right 2x4 SPF Stud 4-2-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=1173/0-3-8, 10=1173/0-3-8 Max Horz 2=155(LC 11) Max Uplift 2=-2(LC 12), 10=-2(LC 12) Max Grav 2=1201(LC 18), 10=1201(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1604/63, 4-6=-1475/131, 6-8=-1475/131, 8-10=-1604/63 BOT CHORD 2-14=0/1354, 12-14=0/908, 10-12=0/1252 WEBS 6-12=-23/712, 8-12=-346/149, 6-14=-23/712, 4-14=-346/149 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-11-0, Exterior(2) 13-11-0 to 16-11-0, Interior(1) 16-11-0 to 28-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 10. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 0.18 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.03 -0.04 0.00 (loc) 2-4 2-4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=239/Mechanical, 2=381/0-3-0 Max Horz 2=44(LC 14) Max Uplift 4=-32(LC 14), 2=-53(LC 14) Max Grav 4=266(LC 19), 2=395(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-4-4 zone; cantilever 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 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 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) 4. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 0.29 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.09 0.00 (loc) 2-4 2-4 l/defl >999 >708 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=300/Mechanical, 2=440/0-3-8 Max Horz 2=51(LC 14) Max Uplift 2=-17(LC 14) Max Grav 4=340(LC 19), 2=459(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-288/89 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.08 -0.11 0.00 (loc) 2-4 2-4 l/defl >811 >581 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=322/Mechanical, 2=458/0-3-0 Max Horz 2=54(LC 14) Max Uplift 4=-44(LC 14), 2=-59(LC 14) Max Grav 4=367(LC 19), 2=479(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-312/92 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-8-4 zone; cantilever 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 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 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) 4. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 TC BC WB Matrix-P 0.37 0.63 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.36 -0.51 0.01 (loc) 2-5 2-5 5 l/defl >273 >192 n/a L/d 240 180 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=486/Mechanical, 2=614/0-3-0 Max Horz 2=74(LC 14) Max Uplift 5=-67(LC 14), 2=-74(LC 14) Max Grav 5=571(LC 19), 2=649(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-898/91 BOT CHORD 2-5=-149/792 WEBS 3-5=-841/159 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-4-4 zone; cantilever 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 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 27-10-0 7-1-4 28-10-0 1-0-0 0-8-0 9-11-5 0-8-0 8.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-3], [6:0-2-0,0-0-0], [10:0-3-5,0-1-3], [13:0-3-0,0-3-0], [29:0-0-5,0-2-8], [44:0-0-5,0-2-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.50 0.64 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.40 0.02 (loc) 10-12 10-12 10 l/defl >999 >483 n/a L/d 240 180 n/a PLATES MT20 Weight: 192 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 8-12,4-16: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 6-13: 2x4 SPF No.2 SLIDER Left 2x4 SPF Stud 4-2-8, Right 2x4 SPF Stud 4-2-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-16 REACTIONS. All bearings 12-3-8 except (jt=length) 10=0-3-8. (lb) - Max Horz 2=155(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 10, 20 except 15=-141(LC 17) Max Grav All reactions 250 lb or less at joint(s) 17, 18, 19, 20 except 2=333(LC 1), 16=931(LC 18), 10=803(LC 1), 14=292(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-347/106, 6-8=-786/157, 8-10=-918/90 BOT CHORD 15-16=0/302, 14-15=0/302, 12-14=0/302, 10-12=0/683 WEBS 6-12=-28/700, 8-12=-375/147, 6-16=-602/0, 4-16=-379/148 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-11-0, Exterior(2) 13-11-0 to 16-11-0, Interior(1) 16-11-0 to 28-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018 6-9-12 27-10-0 7-1-4 28-10-0 1-0-0 0-8-0 9-11-5 0-8-0 8.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-1-3], [6:0-2-0,0-0-0], [10:0-3-5,0-1-3], [30:0-0-5,0-2-8], [45:0-0-5,0-2-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.50 0.63 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.20 -0.41 0.02 (loc) 10-12 10-12 10 l/defl >853 >411 n/a L/d 240 180 n/a PLATES MT20 Weight: 192 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 8-12,4-17: 2x4 SPF Stud OTHERS 2x4 SPF Stud *Except* 6-13: 2x4 SPF No.2 SLIDER Left 2x4 SPF Stud 4-2-8, Right 2x4 SPF Stud 4-2-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-17 REACTIONS. All bearings 15-5-8 except (jt=length) 10=0-3-8. (lb) - Max Horz 2=158(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 17, 10, 21 Max Grav All reactions 250 lb or less at joint(s) 13, 15, 16, 18, 19, 20, 21 except 2=334(LC 1), 17=876(LC 1), 10=800(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-349/105, 6-8=-770/160, 8-10=-912/92 BOT CHORD 16-17=0/299, 15-16=0/299, 13-15=0/299, 12-13=0/299, 10-12=0/678 WEBS 6-12=-32/676, 8-12=-378/147, 6-17=-585/0, 4-17=-380/148 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-11-0, Exterior(2) 13-11-0 to 16-11-0, Interior(1) 16-11-0 to 28-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. November 1,2018