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HomeMy WebLinkAbout18080029 Truss PlansRe: 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: I34231321 thru I34231393 My license renewal date for the state of Indiana is July 31, 2020. 22_Shadow_Wood 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: 22 Shadow Wood 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. August 6,2018 Job 22_SHADOW_WOOD Truss GE01 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231321 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:35 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-g7lUO1MOeM08tBERBooT1gY?kgABPOC7E1Z5ozyrVGE Scale = 1:86.7 Sheet Front Full Sheathing 1 Ply 7/16OSB8 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 38 39 40 41 42 43 3x4 3x4 4x6 3x4 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job 22_SHADOW_WOOD Truss GE02 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231322 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:36 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-8KJsbNN1Pf8?VLpdlVJiZt58q4XI8r4GShJeKQyrVGD Scale = 1:41.9 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 14 13 12 11 10 9 8 4x6 2x4 2x4 3x4 3x4 3x8 3x4 3x4 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2-10-8 2-10-8 7-10-0 4-11-8 12-9-8 4-11-8 12-9-9 0-0-1 Job 22_SHADOW_WOOD Truss GE03 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231323 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:36 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-8KJsbNN1Pf8?VLpdlVJiZt5Ab4X08rAGShJeKQyrVGD Scale = 1:79.6 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 2x4 3x4 4x6 2x4 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job 22_SHADOW_WOOD Truss GR01 Truss Type JACK-OPEN GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231324 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:37 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-cWtFpjOfAzGs7VNqIDrx65eMyUsrtKrQhL2CssyrVGC Scale = 1:14.9 1 2 3 4 7 6 5 8 9 2x4 2x4 4x6 2x4 2x4 2x4 0-1-5 0-9-10 0-9-10 2-0-0 1-2-6 4-0-0 2-0-0 -0-11-0 0-11-0 0-9-10 0-9-10 4-0-0 3-2-6 1-3-0 1-9-11 1-11-0 1-9-11 0-3-8 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Job 22_SHADOW_WOOD Truss GR02 Truss Type JACK-OPEN GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231325 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:37 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-cWtFpjOfAzGs7VNqIDrx65eMyUsrtKrQhL2CssyrVGC Scale = 1:14.9 1 2 3 4 7 6 5 8 9 2x4 2x4 4x6 2x4 2x4 2x4 0-1-5 0-9-10 0-9-10 2-0-0 1-2-6 4-0-0 2-0-0 -0-11-0 0-11-0 0-9-10 0-9-10 4-0-0 3-2-6 1-3-0 1-9-11 1-11-0 1-9-11 0-3-8 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Job 22_SHADOW_WOOD Truss GR03 Truss Type JACK-CLOSED GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231326 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:38 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4iRd02PHxHOjkey0swMAeIAXutBqcnEZw?olOIyrVGB Scale = 1:14.9 1 2 3 4 5 10 9 8 7 6 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 0-1-5 0-9-10 0-9-10 2-3-8 1-5-14 4-0-0 1-8-8 -0-11-0 0-11-0 0-9-10 0-9-10 2-3-8 1-5-14 4-0-0 1-8-8 1-3-0 1-9-11 1-11-0 0-10-3 0-11-8 1-1-11 0-8-0 1-9-11 10.00 12 Plate Offsets (X,Y)-- [3:0-4-7,Edge] LOADING (psf) TCLL TCDL BCLL Job 22_SHADOW_WOOD Truss GR03 Truss Type JACK-CLOSED GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231326 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:38 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4iRd02PHxHOjkey0swMAeIAXutBqcnEZw?olOIyrVGB LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=32(F) 8=-37 9=6(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 22_SHADOW_WOOD Truss GR04 Truss Type JACK-CLOSED GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231327 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:38 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4iRd02PHxHOjkey0swMAeIAXftDNcnIZw?olOIyrVGB Scale = 1:14.7 1 2 3 4 7 6 5 8 2x4 2x4 5x6 2x4 2x4 2x4 0-1-5 0-2-8 0-2-8 0-9-5 0-6-13 2-0-0 1-2-11 4-0-0 2-0-0 -0-11-0 0-11-0 0-9-5 0-9-5 4-0-0 3-2-11 1-3-0 1-9-7 1-10-12 1-5-15 0-3-8 1-9-7 10.00 12 Plate Offsets (X,Y)-- [3:0-4-7,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job 22_SHADOW_WOOD Truss GR05 Truss Type HIP GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231328 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:39 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Yv??DOQviaWaMoXCQetPBWjaZHTLL5yj9fXIxkyrVGA Scale = 1:40.0 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 4x10 4x8 10x10 4x6 5x6 5x8 10x10 0-1-2 7-4-0 7-4-0 13-11-0 6-7-0 21-3-0 7-4-0 -0-11-0 0-11-0 7-4-0 7-4-0 13-11-0 6-7-0 21-3-0 7-4-0 22-2-0 0-11-0 0-11-0 4-5-14 4-7-0 0-11-0 4-5-14 6.00 12 Plate Offsets (X,Y)-- [3:0-5-0,0-1-7], [4:0-4-0,0-1-15], [7:0-4-6,Edge], [11:0-4-6,Edge] LOADING (psf) TCLL TCDL BCLL BCDL Job 22_SHADOW_WOOD Truss GR05 Truss Type HIP GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231328 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:39 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Yv??DOQviaWaMoXCQetPBWjaZHTLL5yj9fXIxkyrVGA LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 7-11=-20 Concentrated Loads (lb) Vert: 9=-122 10=-122 8=-122 12=-118 13=-122 14=-122 15=-122 16=-122 17=-122 18=-122 19=-118 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 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 22_SHADOW_WOOD Truss J01 Truss Type JACK-OPEN Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231329 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:39 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Yv??DOQviaWaMoXCQetPBWjivHZwLEUj9fXIxkyrVGA Scale = 1:27.0 1 2 3 4 7 6 5 2x4 2x4 5x6 2x4 2x4 2x4 0-1-11 0-2-8 0-2-8 2-0-0 1-9-8 3-2-2 1-2-2 4-0-0 0-9-14 -0-11-0 0-11-0 3-2-2 3-2-2 4-0-0 0-9-14 1-3-0 3-9-1 3-10-12 3-5-9 0-3-8 3-9-1 10.00 12 Plate Offsets (X,Y)-- [3:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 22_SHADOW_WOOD Truss J02 Truss Type JACK-OPEN Qty 44 Ply 1 22 Shadow Wood Job Reference (optional) I34231330 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:39 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Yv??DOQviaWaMoXCQetPBWjgfHY8LE_j9fXIxkyrVGA Scale = 1:31.3 1 2 3 5 3x6 4 3x6 2x4 2x4 4-0-0 4-0-0 -0-11-0 0-11-0 4-0-0 4-0-0 1-3-0 4-7-0 0-3-8 10.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.30 Job 22_SHADOW_WOOD Truss J02A Truss Type JACK-OPEN Qty 4 Ply 1 22 Shadow Wood Job Reference (optional) I34231331 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:40 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-05ZNRkQXTueR_y6O_LOekjGsuhtR4hTsNJHsTByrVG9 Scale = 1:31.3 1 2 3 4 8 7 6 5 2x4 3x4 2x4 2x4 2x4 3x4 2x4 2-3-8 2-3-8 4-0-0 1-8-8 -0-11-0 0-11-0 2-3-8 2-3-8 4-0-0 1-8-8 1-3-0 4-7-0 3-11-0 0-11-8 0-8-0 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 22_SHADOW_WOOD Truss J02B Truss Type Jack-Open Qty 3 Ply 1 22 Shadow Wood Job Reference (optional) I34231332 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:40 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-05ZNRkQXTueR_y6O_LOekjGrPhuN4hEsNJHsTByrVG9 Scale = 1:31.3 1 2 3 5 4 3x6 3x6 2x4 2x4 0-2-8 0-2-8 4-0-0 3-9-8 -0-11-0 0-11-0 4-0-0 4-0-0 1-3-0 4-7-0 0-3-8 10.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB Job 22_SHADOW_WOOD Truss J03 Truss Type JACK-OPEN Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231333 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:41 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-UH6le4R9ECmIb6hbX2vtGxo2F5Dmp83?cz0P?dyrVG8 Scale = 1:20.9 1 2 3 4 7 6 5 2x4 2x4 5x6 2x4 2x4 2x4 0-1-11 0-2-8 0-2-8 1-11-11 1-9-3 4-0-0 2-0-5 -0-11-0 0-11-0 1-11-11 1-11-11 4-0-0 2-0-5 1-3-0 2-9-1 2-10-12 2-5-9 0-3-8 2-9-1 10.00 12 Plate Offsets (X,Y)-- [3:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code Job 22_SHADOW_WOOD Truss J04 Truss Type JACK-OPEN Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231334 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:41 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-UH6le4R9ECmIb6hbX2vtGxo2F5Dmp83?cz0P?dyrVG8 Scale = 1:21.0 1 2 3 4 7 6 5 2x4 2x4 5x6 2x4 2x4 2x4 0-1-11 2-0-0 2-0-0 4-0-0 2-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 4-0-0 2-0-0 1-3-0 2-9-5 2-11-0 2-5-13 0-3-8 2-9-5 10.00 12 Plate Offsets (X,Y)-- [3:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 Job 22_SHADOW_WOOD Truss J04A Truss Type JACK-OPEN Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231335 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:41 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-UH6le4R9ECmIb6hbX2vtGxo2V5Djp8D?cz0P?dyrVG8 Scale = 1:21.0 1 2 3 4 5 9 8 7 6 2x4 2x4 4x6 2x4 2x4 2x4 2x4 0-1-11 2-3-8 2-3-8 4-0-0 1-8-8 -0-11-0 0-11-0 2-0-0 2-0-0 2-3-8 0-3-8 4-0-0 1-8-8 1-3-0 2-9-5 2-11-0 1-9-13 0-11-8 2-1-5 0-8-0 2-9-5 10.00 12 Plate Offsets (X,Y)-- [3:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 22_SHADOW_WOOD Truss J05 Truss Type JACK-OPEN Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231336 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:42 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-zUg8sQSn_Vu9DGGn5mQ6p8LD7VadYbE9rdmzX3yrVG7 Scale = 1:27.2 1 2 3 4 7 6 5 2x4 2x4 5x6 2x4 2x4 2x4 0-1-11 2-0-0 2-0-0 3-2-6 1-2-6 4-0-0 0-9-10 -0-11-0 0-11-0 3-2-6 3-2-6 4-0-0 0-9-10 1-3-0 3-9-5 3-11-0 3-5-13 0-3-8 3-9-5 10.00 12 Plate Offsets (X,Y)-- [3:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Job 22_SHADOW_WOOD Truss J05A Truss Type JACK-OPEN Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231337 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:42 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-zUg8sQSn_Vu9DGGn5mQ6p8LDTVaDYbL9rdmzX3yrVG7 Scale = 1:27.2 1 2 3 4 5 10 9 8 7 6 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 0-1-11 2-3-8 2-3-8 3-2-6 0-10-14 4-0-0 0-9-10 -0-11-0 0-11-0 2-3-8 2-3-8 3-2-6 0-10-14 4-0-0 0-9-10 1-3-0 3-9-5 3-11-0 2-9-13 0-11-8 3-1-5 0-8-0 3-9-5 10.00 12 Plate Offsets (X,Y)-- [4:0-4-0,Edge] LOADING (psf) TCLL Job 22_SHADOW_WOOD Truss J06 Truss Type JACK-OPEN GIRDER Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231338 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:42 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-zUg8sQSn_Vu9DGGn5mQ6p8LB9Vb7YbT9rdmzX3yrVG7 Scale = 1:14.9 1 2 5 3 4 3x4 2x4 1-5-14 1-5-4 -1-9-6 1-9-6 1-5-14 1-5-14 1-3-0 1-10-11 0-4-7 1-6-3 1-10-11 5.15 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job 22_SHADOW_WOOD Truss J06A Truss Type JACK-OPEN GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231339 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:43 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-RgEW3mTQlp00rQrzfTxLLMuMvuxMH2iI3HVW4WyrVG6 Scale = 1:14.9 1 2 5 3 4 3x4 2x4 1-5-14 1-5-4 -1-9-6 1-9-6 1-5-14 1-5-14 1-3-0 1-10-11 0-4-7 1-6-3 1-10-11 5.15 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job 22_SHADOW_WOOD Truss J06B Truss Type JACK-OPEN GIRDER Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231340 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:43 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-RgEW3mTQlp00rQrzfTxLLMuNUutIH2iI3HVW4WyrVG6 Scale = 1:14.8 1 2 6 3 5 4 2x4 2x4 0-3-9 0-3-9 1-5-4 1-1-11 -1-9-6 1-9-6 1-5-4 1-5-4 1-3-0 1-10-6 0-4-7 1-5-15 1-10-6 5.15 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 22_SHADOW_WOOD Truss J07 Truss Type JACK-CLOSED Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231341 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:43 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-RgEW3mTQlp00rQrzfTxLLMuQnux3H2iI3HVW4WyrVG6 Scale = 1:13.3 1 2 4 3 2x4 2x4 2x4 2x4 1-8-8 1-8-8 1-8-8 1-8-8 0-9-4 1-0-12 1-11-0 0-3-8 1-7-8 0-3-8 1-11-0 6.00 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 22_SHADOW_WOOD Truss J07A Truss Type JACK-OPEN Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231342 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:44 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-vsouH6T2W78tSZQADBTauZQaVIHu0VySIxF3cyyrVG5 Scale = 1:15.1 1 2 5 3 2x4 4 2x4 2-0-0 2-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 0-11-0 1-11-0 1-6-5 1-11-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.04 0.00 Job 22_SHADOW_WOOD Truss J07B Truss Type JACK-CLOSED Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231343 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:44 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-vsouH6T2W78tSZQADBTauZQapIH50VySIxF3cyyrVG5 Scale = 1:14.9 1 2 5 3 2x4 4 2x4 0-2-8 0-2-8 1-11-8 1-9-0 -0-11-0 0-11-0 1-11-8 1-11-8 0-11-0 1-10-12 0-4-10 1-6-2 1-10-12 6.00 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 22_SHADOW_WOOD Truss PB01 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231344 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:45 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-N3MGUSUgHQGk4j?Mmu_pRnzhaibClxPbXb_d8OyrVG4 Scale = 1:33.3 2 3 4 5 6 7 12 11 10 9 1 8 3x6 3x4 2x4 3x6 6x6 2x4 2x4 2x4 2x4 3x6 0-1-15 19-3-0 19-3-0 19-3-0 19-3-0 2-5-1 2-7-0 0-1-4 0-1-8 2-3-9 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-8], [6:0-3-0,Edge], [7:0-2-10,0-1-8] 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 22_SHADOW_WOOD Truss PB02 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231345 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:45 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-N3MGUSUgHQGk4j?Mmu_pRnzfJiaolwzbXb_d8OyrVG4 Scale = 1:37.0 2 3 4 5 6 7 12 11 10 9 1 8 3x6 3x4 3x6 2x4 5x12 2x4 2x4 2x4 2x4 3x8 0-1-15 19-3-0 19-3-0 19-3-0 19-3-0 4-1-1 4-3-0 0-1-4 0-1-8 3-11-9 6.00 12 Plate Offsets (X,Y)-- [4:0-6-0,0-0-15], [5:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 Job 22_SHADOW_WOOD Truss PB03 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231346 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:46 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-rFwehoVI2kOaitZYKcV2z_WvB6ycUOkkmFkAgqyrVG3 Scale = 1:33.3 2 3 4 5 6 7 8 14 13 12 11 10 1 9 5x12 3x4 2x4 3x6 5x12 2x4 2x4 3x4 2x4 2x4 2x4 0-1-15 19-3-0 19-3-0 19-3-0 19-3-0 1-7-1 1-9-0 0-1-4 0-1-8 1-5-9 6.00 12 Plate Offsets (X,Y)-- [3:0-6-0,0-0-15], [7:0-6-0,0-0-15] 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 22_SHADOW_WOOD Truss PB04 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231347 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:47 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-JRU1v7Wwp2XRJ18luJ0HWC2?gWHQDrou_vTjDHyrVG2 Scale = 1:33.3 2 3 4 5 6 7 12 11 10 9 1 8 3x6 3x6 2x4 3x6 6x6 2x4 2x4 2x4 2x4 3x4 0-1-15 19-3-0 19-3-0 19-3-0 19-3-0 3-1-0 3-2-15 0-1-4 0-1-8 2-11-8 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-8], [5:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job 22_SHADOW_WOOD Truss PB05 Truss Type GABLE Qty 5 Ply 1 22 Shadow Wood Job Reference (optional) I34231348 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:47 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-JRU1v7Wwp2XRJ18luJ0HWC22zWIgDqMu_vTjDHyrVG2 Scale = 1:42.4 2 3 4 5 6 11 10 9 8 1 7 4x6 3x6 2x4 3x6 2x4 2x4 2x4 2x4 3x6 19-3-0 19-3-0 9-7-8 9-7-8 19-3-0 9-7-8 4-9-12 0-1-4 0-1-8 6.00 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. Job 22_SHADOW_WOOD Truss PB06 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231349 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:48 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-ne1P6TWYaLfIxBjxS1XW2PbCjvdkyHt1DYDHljyrVG1 Scale = 1:38.7 2 3 4 5 6 7 12 11 10 9 1 8 3x6 3x4 3x6 2x4 6x6 2x4 2x4 2x4 2x4 3x6 0-1-15 19-3-0 19-3-0 19-3-0 19-3-0 4-5-10 4-7-9 0-1-4 0-1-8 4-4-2 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-8], [5:0-3-0,Edge], [7:0-2-10,0-1-8] 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 Job 22_SHADOW_WOOD Truss T01 Truss Type COMMON Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231350 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:48 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-ne1P6TWYaLfIxBjxS1XW2Pb4zvT0yF81DYDHljyrVG1 Scale = 1:76.7 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 4x6 3x6 3x8 2x4 2x4 2x4 4x8 3x4 4x8 2x4 3x4 10-5-8 10-5-8 20-11-0 10-5-8 -0-11-0 0-11-0 2-0-2 2-0-2 5-0-2 3-0-0 10-5-8 5-5-6 15-10-14 5-5-6 18-10-14 3-0-0 20-11-0 2-0-2 21-10-0 0-11-0 1-3-0 Job 22_SHADOW_WOOD Truss T01A Truss Type Common Qty 10 Ply 1 22 Shadow Wood Job Reference (optional) I34231351 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:49 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-FqbnKpXALfn9ZLI7?k2lbd8GuJpBhiGBSCyqH9yrVG0 Scale = 1:76.7 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 2x4 4x6 2x4 3x6 3x8 2x4 2x4 4x8 3x4 4x8 3x4 10-5-8 10-5-8 20-11-0 10-5-8 2-0-2 2-0-2 5-0-2 3-0-0 10-5-8 5-5-6 15-10-14 5-5-6 18-10-14 3-0-0 20-11-0 2-0-2 1-3-0 9-11-9 1-3-0 10.00 12 LOADING (psf) TCLL TCDL Job 22_SHADOW_WOOD Truss T01B Truss Type HALF HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231352 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:49 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-FqbnKpXALfn9ZLI7?k2lbd8KQJrchhCBSCyqH9yrVG0 Scale = 1:85.9 1 2 3 4 7 6 5 8 9 3x4 4x6 5x8 3x6 4x10 3x4 5x8 11-9-5 11-9-5 13-0-8 1-3-3 6-0-6 6-0-6 11-9-5 5-8-14 13-0-8 1-3-3 1-3-0 11-0-12 10.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 22_SHADOW_WOOD Truss T02 Truss Type COMMON Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231353 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:50 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-k099X9Yp6zv0AUtJZRa_8qgUajGkQBYKgsiOpcyrVG? Scale = 1:39.4 1 2 3 4 5 6 7 12 11 10 9 8 4x6 2x4 3x8 2x4 3x4 3x4 3x4 3x4 3x6 3x6 0-11-4 0-11-4 1-1-12 0-2-8 7-10-0 6-8-4 14-6-4 6-8-4 14-8-12 0-2-8 15-8-0 0-11-4 -0-11-0 0-11-0 1-1-12 1-1-12 7-10-0 6-8-4 14-6-4 6-8-4 15-8-0 1-1-12 16-7-0 0-11-0 0-11-0 4-10-0 0-11-0 Job 22_SHADOW_WOOD Truss T04 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231354 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:51 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-CCjXlVZRtG1toeSW795Dg2DaP7Tu9QTUvWRxM2yrVG_ Scale = 1:119.2 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 26 27 28 29 30 31 32 33 12x12 5x6 3x6 8x8 3x16 MT18HS 6x8 5x6 6x6 6x6 5x6 5x6 5x6 8x8 8x8 5x6 3x6 6x8 3x6 3x6 3x16 MT18HS 12x12 3x16 MT18HS 0-1-15 10-4-8 10-4-8 21-10-8 11-6-0 31-6-0 9-7-8 41-1-8 9-7-8 51-1-12 10-0-4 55-8-4 4-6-8 Job 22_SHADOW_WOOD Truss T04 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231354 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:51 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-CCjXlVZRtG1toeSW795Dg2DaP7Tu9QTUvWRxM2yrVG_ NOTES- (15-16) 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 15) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 16) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T05 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231355 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:51 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-CCjXlVZRtG1toeSW795Dg2Dbb7TR9RRUvWRxM2yrVG_ Scale = 1:115.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 27 26 25 24 23 22 21 20 19 18 17 16 15 28 29 30 31 32 33 12x12 5x8 3x6 6x10 3x6 3x8 MT18HS 5x8 6x6 6x6 6x6 6x8 6x6 6x6 5x6 8x8 8x8 8x8 8x8 6x10 3x6 10x10 3x16 MT18HS 3x6 5x10 MT18HS 4-8-8 4-8-8 9-2-8 4-6-0 13-8-8 4-6-0 25-6-13 11-10-5 Job 22_SHADOW_WOOD Truss T05 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231355 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:52 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-gPHwyra3ea9kQo1ihscSDFllLXpguuhd8ABUtUyrVFz NOTES- (13-14) 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T06 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231356 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:53 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-8brI9BahPuHb1ycuEa7hlTIwYw9xdLcmNqw2PwyrVFy Scale = 1:114.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 30 29 28 27 26 25 24 23 22 21 20 19 31 32 18 17 33 34 35 36 37 38 3x6 5x8 3x6 5x6 3x6 12x12 3x8 MT18HS 5x8 6x6 6x6 6x6 6x6 6x6 6x8 5x6 5x6 5x6 5x6 5x6 8x10 10x10 5x8 6x10 3x6 10x10 3x6 5x10 MT18HS 3-9-15 3-9-15 7-5-6 3-7-7 Job 22_SHADOW_WOOD Truss T06 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231356 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:53 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-8brI9BahPuHb1ycuEa7hlTIwYw9xdLcmNqw2PwyrVFy NOTES- (13-14) 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T07 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231357 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:54 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-cnPgNXbJABPSf6B5oHewIgr4SKUIMn?wbUgbyNyrVFx Scale = 1:123.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 30 29 28 27 26 25 24 23 22 21 20 19 31 32 33 34 35 36 37 18 17 3x6 5x8 3x6 5x6 3x6 12x12 3x16 MT18HS 6x6 6x6 5x8 3x6 8x8 8x8 6x6 6x6 6x6 8x8 8x8 8x8 8x8 5x8 6x10 3x6 10x10 3x6 3x16 MT18HS 3x12 7-5-6 7-5-6 12-2-15 4-9-9 Job 22_SHADOW_WOOD Truss T07 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231357 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:54 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-cnPgNXbJABPSf6B5oHewIgr4SKUIMn?wbUgbyNyrVFx NOTES- (13-14) 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T08 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231358 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:55 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4_z2ascxxVXJHGmHM?99qtNFokr25F23q8P9UpyrVFw Scale: 3/32"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 30 29 28 27 26 25 24 23 22 21 20 19 31 32 33 34 18 17 35 36 37 38 39 3x6 5x6 3x6 5x6 3x6 3x16 MT18HS 8x8 5x6 6x8 5x6 5x8 6x8 6x6 6x6 6x6 6x8 6x6 8x8 8x8 5x6 6x10 3x6 10x10 12x12 3x12 3x6 3x6 10-3-8 Job 22_SHADOW_WOOD Truss T08 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231358 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:55 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4_z2ascxxVXJHGmHM?99qtNFokr25F23q8P9UpyrVFw NOTES- (13-14) 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T09 Truss Type PIGGYBACK BASE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231359 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:55 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4_z2ascxxVXJHGmHM?99qtNNJkuI5FP3q8P9UpyrVFw Scale = 1:120.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 15 26 27 28 29 30 31 32 33 3x6 5x6 3x6 5x6 3x6 6x6 5x6 5x6 5x8 6x8 6x6 6x6 6x6 6x10 6x6 6x6 5x6 10x10 4x6 4x6 4x6 8x8 11-1-14 11-1-14 21-10-8 10-8-10 31-6-0 9-7-8 Job 22_SHADOW_WOOD Truss T09 Truss Type PIGGYBACK BASE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231359 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:56 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-YAWQoCdZhpfAvQKTwigON5wY38EXqieD3o9i0FyrVFv 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T10 Truss Type PIGGYBACK BASE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231360 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:56 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-YAWQoCdZhpfAvQKTwigON5wRh88KqihD3o9i0FyrVFv Scale = 1:120.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 15 26 27 28 29 30 31 32 33 3x8 5x8 3x6 5x8 3x8 5x16 MT18HS 6x6 5x12 5x8 6x8 6x6 6x6 6x6 6x8 5x8 6x6 5x8 4x6 5x16 MT18HS 3x16 MT18HS 3x16 MT18HS 5x12 12x18 MT18HS 11-1-14 11-1-14 21-10-8 10-8-10 31-6-0 Job 22_SHADOW_WOOD Truss T10 Truss Type PIGGYBACK BASE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231360 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:56 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-YAWQoCdZhpfAvQKTwigON5wRh88KqihD3o9i0FyrVFv NOTES- (14-15) 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T10A Truss Type PIGGYBACK BASE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231361 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:58 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-VZeBDueqDQvt8jUs17jsSW?oYxqcIbuWW6ep58yrVFt Scale = 1:133.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 29 28 27 26 23 22 21 20 19 18 17 25 24 30 31 32 33 3x8 7x16 MT18HS 3x6 5x8 3x8 3x6 5x8 6x6 8x16 6x6 6x16 6x6 6x8 5x8 6x6 5x8 12x12 3x16 MT18HS 3x16 MT18HS 3x4 3x6 3x6 8x16 6x16 12x18 MT18HS 11-1-14 11-1-14 20-3-8 Job 22_SHADOW_WOOD Truss T10A Truss Type PIGGYBACK BASE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231361 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:58 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-VZeBDueqDQvt8jUs17jsSW?oYxqcIbuWW6ep58yrVFt NOTES- (13-14) 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T11 Truss Type PIGGYBACK BASE Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231362 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:58 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-VZeBDueqDQvt8jUs17jsSW?pFxtVIcGWW6ep58yrVFt Scale = 1:131.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 24 23 22 21 20 19 18 17 16 28 29 30 31 32 33 34 35 3x6 5x8 3x6 5x8 3x8 10x10 5x12 3x8 MT18HS 6x10 6x6 5x8 6x8 6x6 6x6 6x6 6x8 5x8 6x6 5x8 3x16 MT18HS 3x16 MT18HS 3x16 MT18HS 12x20 4-3-12 4-3-12 11-5-6 7-1-10 22-2-0 10-8-10 31-9-8 Job 22_SHADOW_WOOD Truss T11 Truss Type PIGGYBACK BASE Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231362 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:49:58 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-VZeBDueqDQvt8jUs17jsSW?pFxtVIcGWW6ep58yrVFt NOTES- (14-15) 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T11A Truss Type PIGGYBACK BASE Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231363 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:00 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Rxmxdag4l19bN1eE9YlKXx5A9lXHmVko_Q7w91yrVFr Scale = 1:142.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 33 32 31 27 26 25 24 23 22 21 20 19 30 29 28 34 35 36 37 38 39 40 41 3x8 6x6 3x6 5x8 3x8 10x10 3x6 6x6 6x8 6x6 6x16 6x6 6x6 6x6 6x8 5x8 6x6 5x8 3x16 MT18HS 3x16 MT18HS 3x8 MT18HS 3x6 Job 22_SHADOW_WOOD Truss T11A Truss Type PIGGYBACK BASE Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231363 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:00 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Rxmxdag4l19bN1eE9YlKXx5A9lXHmVko_Q7w91yrVFr NOTES- (14-15) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 33=1153, 32=132, 19=124. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 22_SHADOW_WOOD Truss T12 Truss Type PIGGYBACK BASE Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231364 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:00 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Rxmxdag4l19bN1eE9YlKXx571lZlmWVo_Q7w91yrVFr Scale = 1:102.4 2 3 4 5 6 7 8 9 10 11 1 19 18 17 16 15 14 13 20 21 22 23 24 25 12 5x6 3x6 5x6 3x8 3x6 3x6 6x10 5x6 5x6 3x4 3x8 3x6 3x4 4x6 5x6 3x16 MT18HS 10x10 1-10-8 1-10-8 2-0-8 0-2-0 11-7-0 9-6-8 21-1-8 9-6-8 32-1-13 11-0-5 43-3-8 11-1-11 1-10-8 1-10-8 8-4-13 6-6-5 14-9-3 Job 22_SHADOW_WOOD Truss T12A Truss Type PIGGYBACK BASE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231365 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:01 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-v8KJrwhiWLHS?BDRiFGZ48dHW9u_VylyC4sThTyrVFq Scale = 1:101.6 2 3 4 5 6 7 8 9 10 1 18 17 16 15 14 13 12 11 19 20 21 22 23 24 5x6 3x6 5x6 3x6 3x6 3x6 6x10 5x6 5x6 3x4 3x8 3x6 3x4 4x6 5x6 10x10 3x16 MT18HS 1-10-8 1-10-8 2-0-8 0-2-0 11-7-0 9-6-8 21-1-8 9-6-8 32-1-13 11-0-5 43-3-8 11-1-11 1-10-8 1-10-8 8-4-13 6-6-5 Job 22_SHADOW_WOOD Truss T13 Truss Type COMMON Qty 2 Ply 1 22 Shadow Wood Job Reference (optional) I34231366 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:01 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-v8KJrwhiWLHS?BDRiFGZ48dK49vuV8oyC4sThTyrVFq Scale: 1/4"=1' 1 2 3 4 5 6 7 11 10 9 8 4x6 3x6 3x6 3x8 2x4 2x4 3x6 6x6 6x6 10-7-8 10-7-8 21-3-0 10-7-8 -0-11-0 0-11-0 5-6-7 5-6-7 10-7-8 5-1-1 15-8-9 5-1-1 21-3-0 5-6-7 22-2-0 0-11-0 0-11-0 6-2-12 0-11-0 6.00 12 Plate Offsets (X,Y)-- [2:0-3-15,Edge], [6:0-3-15,0-0-0], [8:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 Job 22_SHADOW_WOOD Truss T15 Truss Type HIP Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231367 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:02 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-NKui2GhKHfPJdLodGznodMATSZEJEQm5Rkc0EvyrVFp Scale = 1:102.6 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 17 18 19 20 21 9 5x6 5x6 3x6 3x6 3x6 8x8 4x8 2x4 3x8 3x6 3x4 4x6 5x6 12x12 3x16 MT18HS 0-1-15 3-8-8 3-8-8 11-6-0 7-9-8 21-1-7 9-7-7 32-1-13 11-0-5 43-0-0 10-10-3 3-8-8 3-8-8 11-6-0 7-9-8 19-3-8 7-9-8 28-3-15 9-0-7 35-11-6 7-7-7 43-0-0 Job 22_SHADOW_WOOD Truss T16 Truss Type ROOF SPECIAL Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231368 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:02 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-NKui2GhKHfPJdLodGznodMAVLZBJEQL5Rkc0EvyrVFp Scale = 1:98.3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 17 18 19 20 10 4x8 3x4 3x6 5x12 3x6 3x6 3x4 2x4 8x10 5x12 5x6 5x6 3x4 5x12 3x6 2x4 0-1-15 10-9-8 10-9-8 21-3-8 10-6-0 27-8-8 6-5-0 34-3-14 6-7-6 41-8-0 7-4-2 7-3-8 7-3-8 14-3-8 7-0-0 21-3-8 7-0-0 27-8-8 6-5-0 Job 22_SHADOW_WOOD Truss T17 Truss Type ROOF SPECIAL Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231369 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:03 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-rWR4Gciz2yYAEUNpqgI19ZjckyXVztDFgOLamLyrVFo Scale = 1:89.6 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 18 19 10 3x6 5x8 3x6 5x12 3x6 3x8 2x4 2x4 8x16 5x12 6x10 2x4 3x8 2x4 5x12 3x6 2x4 0-1-15 8-3-1 8-3-1 16-4-7 8-1-5 24-7-8 8-3-1 27-8-8 3-1-0 34-3-14 6-7-6 41-8-0 7-4-2 8-3-1 8-3-1 16-4-7 8-1-5 24-7-8 8-3-1 27-8-8 3-1-0 34-3-14 Job 22_SHADOW_WOOD Truss T18 Truss Type ROOF SPECIAL Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231370 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:04 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Jj?STxjbpGg1sey0OOqGinFsPMtiiKcOv257IoyrVFn Scale = 1:84.9 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 19 20 21 10 4x6 3x4 3x6 3x6 10x10 6x10 6x6 6x6 3x4 5x12 3x4 3x6 2x4 5x12 2x4 2x4 6x6 0-1-15 9-5-3 9-5-3 18-6-13 9-1-11 25-8-8 7-1-11 27-8-8 2-0-0 34-3-15 6-7-7 41-8-0 7-4-1 7-2-8 7-2-8 14-1-8 6-11-0 21-0-8 6-11-0 25-8-8 Job 22_SHADOW_WOOD Truss T19 Truss Type ROOF SPECIAL Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231371 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:04 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-Jj?STxjbpGg1sey0OOqGinFooMt6iJuOv257IoyrVFn Scale = 1:76.7 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 3x4 5x12 3x6 3x8 MT18HS 2x4 4x6 6x16 2x4 3x8 2x4 8x8 3x4 8x10 5x8 2x4 5x12 3x6 5x6 0-1-15 8-2-9 8-2-9 16-2-9 8-0-1 24-2-10 8-0-1 27-8-8 3-5-14 31-3-8 3-7-0 41-8-0 10-4-8 8-2-9 8-2-9 16-2-9 8-0-1 24-2-10 8-0-1 27-8-8 Job 22_SHADOW_WOOD Truss TG01 Truss Type HALF HIP GIRDER Qty 1 Ply 2 22 Shadow Wood Job Reference (optional) I34231372 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:06 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-G57CudkrLtwl5y5OVpsknCLBTAf0AGbhMMaENgyrVFl Scale = 1:112.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 29 28 27 26 25 24 23 22 21 20 19 18 17 16 30 31 32 33 34 35 36 37 38 3940 41 42 43 44 45 46 47 48 4950 5152 53 54 55 3x6 5x6 3x6 5x12 4x6 3x6 5x12 3x6 5x12 3x6 5x12 3x6 3x6 6x16 3x6 6x8 6x16 5x8 5x8 5x12 5x12 3x6 8x8 3x16 MT18HS 3x6 5x6 4x6 4-2-13 4-2-13 8-2-1 3-11-5 Job 22_SHADOW_WOOD Truss TG01 Truss Type HALF HIP GIRDER Qty 1 Ply 2 22 Shadow Wood Job Reference (optional) I34231372 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:06 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-G57CudkrLtwl5y5OVpsknCLBTAf0AGbhMMaENgyrVFl NOTES- (17-18) 5) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 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) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 29=1126, 19=2804, 16=1307. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 43 lb up at 63-1-12, 122 lb down and 94 lb up at 1-11-4, 122 lb down and 94 lb up at 3-11-4, 122 lb down and 94 lb up at 5-11-4, 122 lb down and 94 lb up at 7-11-4, 122 lb down and 94 lb up at 9-11-4, 122 lb down and 94 lb up at 11-11-4, 122 lb down and 94 lb up at 13-11-4, 122 lb down and 94 lb up at 15-11-4, 122 lb down and 94 lb up at 17-11-4, 122 lb down and 94 lb up at 19-11-4, 122 lb down and 94 lb up at 21-11-4, 122 lb down and 94 lb up at 23-11-4, 122 lb down and 94 lb up at 25-11-4, 122 lb down and 94 lb up at 27-11-4, 122 lb down and 94 lb up at 29-11-4 , 122 lb down and 94 lb up at 31-11-4, 122 lb down and 94 lb up at 33-11-4, 122 lb down and 94 lb up at 35-11-4, 122 lb down and 94 lb up at 37-11-4, 122 lb down and 94 lb up at 39-11-4, 122 lb down and 94 lb up at 41-11-4, 122 lb down and 94 lb up at 43-11-4, 122 lb down and 94 lb up at 45-11-4, 122 lb down and 94 lb up at 47-11-4, 122 lb down and 94 lb up at 49-11-4, 122 lb down and 94 lb up at 51-11-4, 122 lb down and 94 lb up at 53-11-4, 122 lb down and 94 lb up at 55-9-12, 122 lb down and 59 lb up at 57-3-4, and 122 lb down and 45 lb up at 59-3-4, and 106 lb down and 42 lb up at 61-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 18) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-12=-60, 12-14=-60, 14-15=-60, 16-29=-20 Concentrated Loads (lb) Vert: 28=-122 27=-122 22=-122 18=-122 17=-122 16=-500(F) 30=-122 31=-122 32=-122 33=-122 34=-122 35=-122 36=-122 37=-122 38=-122 39=-122 40=-122 41=-122 42=-122 43=-122 44=-122 45=-122 46=-122 47=-122 48=-122 49=-122 50=-122 51=-122 52=-122 53=-122 54=-122 55=-106 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 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 22_SHADOW_WOOD Truss TG02 Truss Type Roof Special Girder Qty 1 Ply 3 22 Shadow Wood Job Reference (optional) I34231373 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:07 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-kHha6zlT6B2cj6gb3WNzKPtM1ayavjdqb0Jnv7yrVFk Scale = 1:36.5 1 2 3 4 5 6 7 8 9 10 4x6 5x8 3x12 8x8 7-10-0 7-10-0 15-11-0 8-1-0 7-10-0 7-10-0 15-11-0 8-1-0 0-11-0 4-10-0 0-9-8 6.00 12 Plate Offsets (X,Y)-- [1:Edge,0-2-9], [3:0-1-4,0-2-0], [4:0-6-4,0-1-8] 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 Job 22_SHADOW_WOOD Truss TG02 Truss Type Roof Special Girder Qty 1 Ply 3 22 Shadow Wood Job Reference (optional) I34231373 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:07 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-kHha6zlT6B2cj6gb3WNzKPtM1ayavjdqb0Jnv7yrVFk 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, 1-3=-20 Concentrated Loads (lb) Vert: 4=-1723(B) 5=-37 6=-2909(B) 7=-1725(B) 8=-1794(B) 9=-1772(B) 10=-1974(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 22_SHADOW_WOOD Truss TG03 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 2 22 Shadow Wood Job Reference (optional) I34231374 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:07 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-kHha6zlT6B2cj6gb3WNzKPtJway5vimqb0Jnv7yrVFk Scale = 1:76.9 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 3x4 4x10 3x6 5x8 3x6 4x8 6x16 2x4 3x8 2x4 6x16 3x6 8x10 4x6 4x10 4x8 3x6 5x8 0-1-2 8-1-14 8-1-14 16-1-5 7-11-6 24-0-11 7-11-6 27-8-8 3-7-13 34-7-8 6-11-0 41-8-0 7-0-8 8-1-14 8-1-14 16-1-5 7-11-6 24-0-11 Job 22_SHADOW_WOOD Truss TG03 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 2 22 Shadow Wood Job Reference (optional) I34231374 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:07 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-kHha6zlT6B2cj6gb3WNzKPtJway5vimqb0Jnv7yrVFk NOTES- (14-15) 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) 127 lb down and 91 lb up at 0-7-4, 122 lb down and 94 lb up at 2-7-4, 122 lb down and 94 lb up at 4-7-4, 122 lb down and 94 lb up at 6-7-4, 122 lb down and 94 lb up at 8-7-4, 122 lb down and 94 lb up at 10-7-4, 122 lb down and 94 lb up at 12-7-4, 122 lb down and 94 lb up at 14-7-4, 122 lb down and 94 lb up at 16-7-4, 122 lb down and 94 lb up at 18-7-4, 122 lb down and 94 lb up at 20-7-4, 122 lb down and 94 lb up at 22-7-4, 122 lb down and 94 lb up at 24-7-4, 122 lb down and 94 lb up at 26-7-4, 122 lb down and 94 lb up at 28-7-4, 122 lb down and 94 lb up at 30-7-4, 122 lb down and 94 lb up at 32-7-4, 122 lb down and 94 lb up at 34-6-12, 122 lb down and 58 lb up at 35-10-12, and 122 lb down and 45 lb up at 37-10-12, and 138 lb down and 61 lb up at 39-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-60, 8-9=-60, 12-17=-20, 9-11=-20 Concentrated Loads (lb) Vert: 10=-122 18=-127 19=-122 20=-122 21=-122 22=-122 23=-122 24=-122 25=-122 26=-122 27=-122 28=-122 29=-122 30=-122 31=-122 32=-122 33=-122 34=-122 35=-122 36=-122 37=-138 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 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 22_SHADOW_WOOD Truss TG05 Truss Type COMMON GIRDER Qty 1 Ply 3 22 Shadow Wood Job Reference (optional) I34231375 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:08 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-CUFzJJm5tVATLGFndDuCsdQYnzFGe8R_pg3LRZyrVFj Scale = 1:73.6 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 6x10 4x8 4x8 5x10 MT18HS 10x10 3x8 8x8 5x8 10x10 3x8 6x10 4-9-10 4-9-10 9-5-8 4-7-14 14-1-6 4-7-14 18-11-0 4-9-10 4-9-10 4-9-10 9-5-8 4-7-14 14-1-6 4-7-14 18-11-0 4-9-10 19-10-0 0-11-0 1-3-0 9-1-9 1-3-0 10.00 12 Plate Offsets (X,Y)-- [8:0-2-8,0-4-0], [11:0-2-8,0-5-0] LOADING (psf) Job 22_SHADOW_WOOD Truss TG05 Truss Type COMMON GIRDER Qty 1 Ply 3 22 Shadow Wood Job Reference (optional) I34231375 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:08 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-CUFzJJm5tVATLGFndDuCsdQYnzFGe8R_pg3LRZyrVFj 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-6=-60, 7-12=-20 Concentrated Loads (lb) Vert: 10=-2267(F) 13=-2975(F) 14=-2277(F) 15=-2284(F) 16=-2181(F) 17=-2077(F) 18=-1917(F) 19=-2951(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 22_SHADOW_WOOD Truss TG06 Truss Type COMMON GIRDER Qty 1 Ply 2 22 Shadow Wood Job Reference (optional) I34231376 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:09 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-ggpLWfnjeoIKyPqzAxPRPqzkKNd8NfQ72Kouz?yrVFi Scale = 1:47.0 1 2 3 4 5 11 10 9 8 7 6 12 13 14 15 16 17 18 19 20 8x8 4x6 8x8 5x6 8x8 3x8 8x8 3x8 8x8 5-9-1 5-9-1 10-7-8 4-10-7 15-5-15 4-10-7 21-3-0 5-9-1 5-9-1 5-9-1 10-7-8 4-10-7 15-5-15 4-10-7 21-3-0 5-9-1 0-11-0 6-2-12 0-11-0 6.00 12 Plate Offsets (X,Y)-- [1:0-3-4,0-6-8], [5:0-3-4,0-6-8], [7:0-3-8,0-4-0], [10:0-3-8,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 22_SHADOW_WOOD Truss TG06 Truss Type COMMON GIRDER Qty 1 Ply 2 22 Shadow Wood Job Reference (optional) I34231376 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:09 2018 Page 2 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-ggpLWfnjeoIKyPqzAxPRPqzkKNd8NfQ72Kouz?yrVFi LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-11=-20 Concentrated Loads (lb) Vert: 9=-915(F) 12=-577(F) 13=-915(F) 14=-915(F) 15=-915(F) 16=-915(F) 17=-915(F) 18=-915(F) 19=-915(F) 20=-915(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 22_SHADOW_WOOD Truss V01 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231377 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:09 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-ggpLWfnjeoIKyPqzAxPRPqznvNn3NlO72Kouz?yrVFi Scale = 1:54.9 1 2 3 4 5 3x6 9 10 8 7 11 6 2x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 13-7-11 13-7-11 8-5-3 8-5-3 13-7-11 5-2-8 0-0-4 7-0-6 2-8-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC Job 22_SHADOW_WOOD Truss V02 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231378 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:10 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-8sNjk?oMO6QAaZP9kewgx2VxQn8h6DWHH_YRWRyrVFh Scale = 1:47.5 1 2 3 4 5 3x4 9 10 8 11 7 6 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 12-5-5 12-5-5 7-2-13 7-2-13 12-5-5 5-2-8 0-0-4 6-0-6 1-8-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC Job 22_SHADOW_WOOD Truss V03 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231379 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:10 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-8sNjk?oMO6QAaZP9kewgx2Vz5n5W6EBHH_YRWRyrVFh Scale = 1:40.0 1 2 3 3x8 5 4 4x6 6x6 2x4 11-2-15 11-2-15 6-0-7 6-0-7 11-2-15 5-2-8 0-0-4 5-0-6 0-8-4 10.00 12 Plate Offsets (X,Y)-- [1:0-4-0,0-1-4], [3:Edge,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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.27 Job 22_SHADOW_WOOD Truss V04 Truss Type GABLE Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231380 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:10 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-8sNjk?oMO6QAaZP9kewgx2V?mn576EGHH_YRWRyrVFh Scale = 1:33.5 1 2 3 3x4 4 4x6 3x4 2x4 9-8-0 9-8-0 4-10-0 4-10-0 9-8-0 4-10-0 0-0-4 4-0-5 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.29 0.07 Job 22_SHADOW_WOOD Truss V05 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231381 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:11 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-c3w5xLo_9QY1Cj_MIMSvUF27WBSHri4QWeH?2uyrVFg Scale = 1:26.1 1 2 3 4 2x4 3x4 2x4 2x4 0-0-5 0-0-5 7-3-4 7-2-15 3-7-10 3-7-10 7-3-4 3-7-10 0-0-4 3-0-6 0-0-4 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job 22_SHADOW_WOOD Truss V06 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231382 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:11 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-c3w5xLo_9QY1Cj_MIMSvUF2AxBQwrieQWeH?2uyrVFg Scale = 1:15.5 1 2 3 2x4 2x4 2x4 4-10-2 4-10-2 4-10-7 0-0-5 2-5-3 2-5-3 4-10-7 2-5-3 0-0-4 2-0-6 0-0-4 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 Job 22_SHADOW_WOOD Truss V07 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231383 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:11 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-c3w5xLo_9QY1Cj_MIMSvUF2CtBUirieQWeH?2uyrVFg Scale = 1:9.5 1 2 3 2x4 2x4 2x4 0-0-5 0-0-5 2-5-10 2-5-5 1-2-13 1-2-13 2-5-10 1-2-13 0-0-4 1-0-6 0-0-4 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.03 Job 22_SHADOW_WOOD Truss V08 Truss Type VALLEY Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231384 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:12 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4FUT9gpcwjguptZYs3z81TaDVblEa52ZkH1YaKyrVFf Scale = 1:64.9 1 2 3 4 5 6 11 10 9 8 7 2x4 3x6 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 3x6 0-0-8 0-0-8 18-0-0 17-11-8 18-0-0 18-0-0 0-0-4 9-0-0 6.00 12 Plate Offsets (X,Y)-- [1:Edge,0-0-4], [6:0-2-9,Edge], [7:0-2-8,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 Job 22_SHADOW_WOOD Truss V09 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231385 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:12 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4FUT9gpcwjguptZYs3z81TaHxbn5a7iZkH1YaKyrVFf Scale = 1:52.9 1 2 3 4 3x8 7 8 9 6 5 3x6 2x4 2x4 2x4 2x4 2x4 14-8-0 14-8-0 0-0-4 7-4-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.26 0.14 DEFL. Vert(LL) Job 22_SHADOW_WOOD Truss V10 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231386 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:12 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-4FUT9gpcwjguptZYs3z81TaGFbmya80ZkH1YaKyrVFf Scale = 1:41.3 1 2 3 3x8 5 6 7 4 2x4 2x4 2x4 2x4 11-4-0 11-4-0 0-0-4 5-8-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.33 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in Job 22_SHADOW_WOOD Truss V11 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231387 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:13 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-YR2sM0qEh1olR18kPnUNZg7Ls_2oJc8jzxm66myrVFe Scale = 1:29.2 1 2 3 2x4 2x4 2x4 8-0-0 8-0-0 0-0-4 4-0-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.55 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 22_SHADOW_WOOD Truss V12 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231388 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:13 2018 Page 1 ID:RQfCJvBZ8GciMMmlig_1?0yrWxD-YR2sM0qEh1olR18kPnUNZg7Oq_4EJc8jzxm66myrVFe Scale = 1:18.2 1 2 3 2x4 2x4 2x4 4-11-8 4-11-8 0-0-4 2-5-12 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.39 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 22_SHADOW_WOOD Truss V14 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231389 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:13 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-YR2sM0qEh1olR18kPnUNZg7RC_5bJb_jzxm66myrVFe Scale = 1:25.9 1 2 3 3x12 4 3x8 3x12 2x4 0-0-8 0-0-8 12-7-12 12-7-4 6-3-14 6-3-14 12-7-12 6-3-14 0-0-4 3-1-15 0-0-4 6.00 12 Plate Offsets (X,Y)-- [1:0-9-11,Edge], [3:0-5-3,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job 22_SHADOW_WOOD Truss V15 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231390 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:14 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-1ecEaMrsSLwc3BixzU?c6uggEOOG23OsCbWffDyrVFd Scale = 1:14.6 1 2 3 2x4 2x4 2x4 0-0-8 0-0-8 5-11-12 5-11-4 2-11-14 2-11-14 5-11-12 2-11-14 0-0-4 1-5-15 0-0-4 6.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 Job 22_SHADOW_WOOD Truss V16 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231391 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:14 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-1ecEaMrsSLwc3BixzU?c6ugfAORV224sCbWffDyrVFd Scale = 1:27.1 1 2 3 3x12 4 4x8 3x12 2x4 0-0-8 0-0-8 13-3-1 13-2-9 6-7-8 6-7-8 13-3-1 6-7-8 0-0-4 3-3-12 0-0-4 6.00 12 Plate Offsets (X,Y)-- [1:0-9-11,Edge], [3:0-3-3,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job 22_SHADOW_WOOD Truss V17 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231392 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:15 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-VqAcnirUDe2TgKH7XBWre5CqAoo2nWv0QFFCBfyrVFc Scale = 1:20.3 1 2 3 4 3x6 3x6 3x6 2x4 0-0-8 0-0-8 9-3-1 9-2-9 4-7-8 4-7-8 9-3-1 4-7-8 0-0-4 2-3-12 0-0-4 6.00 12 Plate Offsets (X,Y)-- [1:0-5-15,Edge], [3:0-1-7,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB Job 22_SHADOW_WOOD Truss V18 Truss Type Valley Qty 1 Ply 1 22 Shadow Wood Job Reference (optional) I34231393 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Aug 03 16:50:15 2018 Page 1 ID:Q4KxiIFaJSex7FRm0iuNM6y94Me-VqAcnirUDe2TgKH7XBWre5CstomhnWd0QFFCBfyrVFc Scale = 1:13.4 1 2 3 2x4 2x4 2x4 0-0-8 0-0-8 5-3-1 5-2-9 2-7-8 2-7-8 5-3-1 2-7-8 0-0-4 1-3-12 0-0-4 6.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 edge of truss. / 16 " from outside 1 0 - PRODUCT CODE APPROVALS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Failure to Follow Could Cause Property Damage or Personal Injury General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 WEBS edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths WEBS Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0.39 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=173/5-2-1, 3=173/5-2-1 Max Horz 1=-11(LC 4) Max Uplift1=-8(LC 6), 3=-8(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 (Matrix) 0.27 0.31 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=148/9-2-1, 3=148/9-2-1, 4=369/9-2-1 Max Horz 1=-20(LC 4) Max Uplift1=-16(LC 6), 3=-20(LC 7), 4=-1(LC 6) Max Grav 1=151(LC 10), 3=151(LC 11), 4=369(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.28 0.33 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=220/13-2-1, 3=220/13-2-1, 4=520/13-2-1 Max Horz 1=29(LC 5) Max Uplift1=-24(LC 6), 3=-29(LC 7) Max Grav 1=222(LC 10), 3=222(LC 11), 4=520(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-320/104 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.53 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=202/5-10-12, 3=202/5-10-12 Max Horz 1=-12(LC 4) Max Uplift1=-10(LC 6), 3=-10(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.49 0.37 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=200/12-6-12, 3=200/12-6-12, 4=510/12-6-12 Max Horz 1=-28(LC 4) Max Uplift1=-21(LC 6), 3=-25(LC 7), 4=-3(LC 6) Max Grav 1=205(LC 10), 3=205(LC 11), 4=510(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-291/100 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The Fabrication Tolerance at joint 2 = 4% 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=176/4-11-0, 3=176/4-11-0 Max Horz 1=70(LC 5) Max Uplift1=-7(LC 6), 3=-24(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=291/7-11-8, 3=291/7-11-8 Max Horz 1=115(LC 5) Max Uplift1=-11(LC 6), 3=-39(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=215/11-3-8, 4=138/11-3-8, 5=615/11-3-8 Max Horz 1=167(LC 5) Max Uplift4=-17(LC 5), 5=-103(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-393/213 NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=103. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 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: 46 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 14-7-8. (lb) - Max Horz 1=220(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 5, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=463(LC 1), 7=507(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-343/183 NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.44 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 49 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 REACTIONS. All bearings 17-11-8. (lb) - Max Horz 1=275(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 7, 8, 9, 11 Max Grav All reactions 250 lb or less at joint(s) 7, 1 except 8=537(LC 1), 9=409(LC 1), 11=474(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-8=-268/102, 2-11=-326/155 NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 8, 9, 11. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=76/2-5-0, 3=76/2-5-0 Max Horz 1=18(LC 5) Max Uplift1=-3(LC 6), 3=-3(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.38 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=172/4-9-13, 3=172/4-9-13 Max Horz 1=42(LC 5) Max Uplift1=-6(LC 6), 3=-6(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.37 0.23 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=152/7-2-10, 3=152/7-2-10, 4=231/7-2-10 Max Horz 1=-65(LC 4) Max Uplift1=-22(LC 7), 3=-27(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=196/9-8-0, 3=196/9-8-0, 4=326/9-8-0 Max Horz 1=-87(LC 4) Max Uplift1=-21(LC 7), 3=-27(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.08 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: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=295/11-2-10, 4=282/11-2-10, 5=282/11-2-10 Max Horz 1=114(LC 5) Max Uplift1=-77(LC 7), 4=-91(LC 7), 5=-34(LC 5) Max Grav 1=295(LC 1), 4=297(LC 11), 5=303(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-272/162, 2-3=-268/140, 3-4=-261/122 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The Fabrication Tolerance at joint 3 = 0% 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 WB (Matrix) 0.39 0.13 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-5-0. (lb) - Max Horz 1=152(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 6 except 9=-122(LC 6), 7=-136(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=460(LC 1), 9=352(LC 10), 7=354(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6 except (jt=lb) 9=122, 7=136. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 BC WB (Matrix) 0.38 0.15 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-5: 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 13-7-7. (lb) - Max Horz 1=187(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 8 except 9=-141(LC 6), 7=-125(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=471(LC 1), 9=447(LC 10), 7=405(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-279/181 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 8 except (jt=lb) 9=141, 7=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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 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) 0.54 0.79 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.27 0.05 (loc) 8-10 8-10 6 l/defl >999 >928 n/a L/d 240 180 n/a PLATES MT20 Weight: 227 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* 3-8,1-10,5-7: 2x4 SPF No.2, 1-11,5-6: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=5265/0-3-8, 6=5213/0-3-8 Max Horz 11=-69(LC 11) Max Uplift11=-68(LC 5), 6=-210(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7789/278, 2-3=-5829/276, 3-4=-5829/276, 4-5=-7788/324, 1-11=-4214/187, 5-6=-4214/202 BOT CHORD 11-12=-44/1864, 12-13=-44/1864, 13-14=-44/1864, 10-14=-44/1864, 9-10=-234/6893, 9-15=-234/6893, 8-15=-234/6893, 8-16=-227/6891, 16-17=-227/6891, 17-18=-227/6891, 7-18=-227/6891, 7-19=-86/1855, 19-20=-86/1855, 6-20=-86/1855 WEBS 3-8=-174/4853, 4-8=-2146/167, 4-7=-26/1834, 2-8=-2148/117, 2-10=0/1836, 1-10=-196/5062, 5-7=-151/5070 NOTES- (11-12) 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 6=210. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 577 lb down at 1-6-12, 915 lb down and 38 lb up at 3-2-4, 915 lb down and 38 lb up at 5-2-4, 915 lb down and 38 lb up at 7-2-4, 915 lb down and 38 lb up at 9-2-4, 915 lb down and 38 lb up at 11-2-4, 915 lb down and 38 lb up at 13-2-4, 915 lb down and 38 lb up at 15-2-4, and 915 lb down and 38 lb up at 17-2-4, and 915 lb down and 38 lb up at 19-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using Continued proprietary on page methods 2 (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 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 0.96 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.24 0.03 (loc) 9-11 9-11 7 l/defl >999 >923 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 339 lb FT = 20% GRIP 197/144 244/190 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 7-10: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 3-9: 2x4 SPF No.2, 1-12: 2x6 SP No.1, 5-7: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=11515/0-5-8, 7=8958/0-3-8 Max Horz 12=-229(LC 3) Max Uplift12=-617(LC 5), 7=-1154(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11944/727, 2-3=-8350/687, 3-4=-8347/686, 4-5=-10347/1232, 1-12=-9394/573, 5-7=-8458/1002 BOT CHORD 12-13=-253/1740, 13-14=-253/1740, 11-14=-253/1740, 11-15=-553/9089, 10-15=-553/9089, 10-16=-553/9089, 9-16=-553/9089, 9-17=-857/7848, 17-18=-857/7848, 8-18=-857/7848, 8-19=-205/1033, 7-19=-205/1033 WEBS 3-9=-783/10278, 4-9=-2145/791, 4-8=-863/2630, 2-9=-3931/240, 2-11=-132/4913, 1-11=-424/7530, 5-8=-670/7010 NOTES- (13-14) 1) N/A 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x3 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) All plates are MT20 plates unless otherwise indicated. 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) except (jt=lb) 12=617, 7=1154. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2975 lb down and 91 lb up at 2-0-12, 2277 lb down and 92 lb up at 3-10-4, 2284 lb down and 95 lb up at 5-10-4, 2267 lb down and 88 lb up at 6-10-4, 2181 lb down and 73 lb up at 8-10-4, 2077 lb down and 55 lb up at 10-10-4, and 1917 lb down and 56 lb up at 12-10-4, and 2951 lb down and 1138 lb up at 14-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FOR LOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGER MANUFACTURER SPECIFICATIONS. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 7-11-6 27-8-8 3-7-13 34-7-8 6-11-0 41-8-0 7-0-8 4-5-14 4-7-0 0-4-12 0-8-0 4-5-14 6.00 12 Plate Offsets (X,Y)-- [8:0-4-0,0-1-15], [9:0-0-15,1-0-0], [9:0-0-7,Edge], [11:0-6-8,0-5-12] 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) 0.92 0.76 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.45 -0.84 0.15 (loc) 13-14 13-14 9 l/defl >999 >589 n/a L/d 240 180 n/a PLATES MT20 Weight: 426 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 7-12: 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 1-16,4-16,4-13,11-13: 2x4 SPF No.2 WEDGE Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins, except end verticals, and 2-0-0 oc purlins (3-9-12 max.): 1-8. BOT CHORD Structural wood sheathing directly applied or 9-7-15 oc bracing. Except: 10-0-0 oc bracing: 11-12 WEBS 1 Row at midpt 7-10 REACTIONS. (lb/size) 17=2964/0-3-8, 9=2929/Mechanical Max Horz 17=-117(LC 3) Max Uplift17=-1134(LC 3), 9=-945(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-2634/985, 1-2=-4770/1835, 2-3=-4770/1835, 3-4=-4770/1835, 4-5=-7316/2760, 5-6=-8396/3130, 6-7=-8396/3130, 7-8=-5045/1813, 8-9=-5836/2042 BOT CHORD 16-22=-2656/7156, 22-23=-2656/7156, 15-23=-2656/7156, 15-24=-2656/7156, 24-25=-2656/7156, 14-25=-2656/7156, 14-26=-2656/7156, 26-27=-2656/7156, 27-28=-2656/7156, 28-29=-2656/7156, 13-29=-2656/7156, 13-30=-277/811, 30-31=-277/811, 12-31=-277/811, 7-11=-568/1386, 11-32=-3105/8527, 32-33=-3103/8521, 33-34=-3100/8516, 10-34=-3098/8510, 10-35=-1772/5135, 35-36=-1772/5135, 36-37=-1772/5135, 9-37=-1772/5135 WEBS 1-16=-2009/5295, 2-16=-507/166, 4-16=-2686/1009, 4-14=-288/664, 5-13=-1367/458, 11-13=-2491/6725, 5-11=-500/1461, 7-10=-3921/1543, 8-10=-818/2180 NOTES- (14-15) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=1134, 9=945. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued 11) "Semi-on rigid page pitchbreaks 2 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 WB (Matrix) 0.72 0.73 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.23 0.03 (loc) 3-4 3-4 3 l/defl >999 >818 n/a L/d 240 180 n/a PLATES MT20 Weight: 227 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF-S Stud, Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=7170/0-7-5, 1=5998/0-4-1 Max Horz 1=43(LC 4) Max Uplift3=-522(LC 6), 1=-876(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9400/984, 2-3=-9363/986 BOT CHORD 1-5=-791/8099, 5-6=-791/8099, 6-7=-791/8099, 4-7=-791/8099, 4-8=-791/8099, 8-9=-791/8099, 9-10=-791/8099, 3-10=-791/8099 WEBS 2-4=-833/8642 NOTES- (11-12) 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=522, 1=876. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 lb down and 13 lb up at 2-0-12, 2909 lb down and 957 lb up at 4-1-8, 1725 lb down and 68 lb up at 6-0-12, 1723 lb down and 56 lb up at 8-0-12, 1794 lb down and 71 lb up at 10-0-12, and 1772 lb down and 82 lb up at 12-0-12, and 1974 lb down and 93 lb up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 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. August 6,2018 16-9-3 8-7-2 25-4-5 8-7-2 33-11-8 8-7-2 42-6-10 8-7-2 51-1-12 8-7-2 55-11-8 4-9-12 59-5-12 3-6-4 62-11-4 3-5-8 63-1-0 0-1-12 63-3-8 0-2-8 4-2-13 4-2-13 8-2-1 3-11-5 16-9-3 8-7-2 25-4-5 8-7-2 33-11-8 8-7-2 42-6-10 8-7-2 51-1-12 8-7-2 55-11-8 4-9-12 59-5-12 3-6-4 63-3-8 3-9-12 64-2-8 0-11-0 4-5-14 4-7-0 0-11-0 4-5-14 6.00 12 Plate Offsets (X,Y)-- [11:0-3-8,0-2-8], [12:0-4-0,0-1-15], [16:Edge,0-3-12], [19:0-3-8,0-3-0] 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-M) 0.71 0.62 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.48 -0.88 0.11 (loc) 24-25 24-25 19 l/defl >999 >696 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 670 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 12-15: 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 *Except* 16-20,20-23: 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 1-28,11-18: 2x4 SPF No.2 3-25,6-25,6-22,9-22,9-19: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-7-1 max.): 1-12. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-19 REACTIONS. (lb/size) 29=2969/Mechanical, 19=7461/0-3-8, 16=-1070/0-3-8 Max Horz 29=-135(LC 3) Max Uplift29=-1126(LC 3), 19=-2804(LC 5), 16=-1307(LC 9) Max Grav 29=2971(LC 9), 19=7461(LC 1), 16=783(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-29=-2844/1088, 1-2=-2722/1076, 2-3=-2722/1076, 3-4=-7663/2977, 4-5=-7663/2977, 5-6=-7663/2977, 6-7=-5441/2128, 7-8=-5441/2128, 8-9=-5441/2128, 9-10=-2579/6805, 10-11=-2579/6805, 11-12=-1500/3829, 12-13=-1652/4183, 13-14=-336/753, 14-16=-161/321 BOT CHORD 28-31=-1895/4944, 27-31=-1895/4944, 27-32=-1895/4944, 32-33=-1895/4944, 33-34=-1895/4944, 26-34=-1895/4944, 26-35=-1895/4944, 25-35=-1895/4944, 25-36=-2990/7817, 36-37=-2990/7817, 37-38=-2990/7817, 38-39=-2990/7817, 24-39=-2990/7817, 24-40=-2990/7817, 40-41=-2990/7817, 41-42=-2990/7817, 23-42=-2990/7817, 23-43=-2990/7817, 22-43=-2990/7817, 22-44=-194/536, 44-45=-194/536, 45-46=-194/536, 46-47=-194/536, 21-47=-194/536, 21-48=-194/536, 48-49=-194/536, 20-49=-194/536, 20-50=-194/536, 50-51=-194/536, 19-51=-194/536, 19-52=-6805/2649, 52-53=-6805/2649, 18-53=-6805/2649, 18-54=-2785/1206, 17-54=-2785/1206, 17-55=-2783/1205, 16-55=-2783/1205 WEBS 1-28=-1478/3833, 3-28=-3213/1247, 3-27=-261/593, 3-25=-1170/3015, 5-25=-526/168, 6-24=-301/695, 6-22=-2638/1013, 8-22=-511/161, 9-22=-2088/5443, 9-21=-290/638, 9-19=-8117/3114, 11-19=-3158/1125, 11-18=-1480/4079, 12-18=-1939/731, 13-18=-1295/423, 13-17=-154/573, 13-16=-1093/2577 NOTES- (17-18) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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. August 6,2018 3-5-14 31-3-8 3-7-0 34-3-15 3-0-7 41-8-0 7-4-1 6-1-1 6-3-0 0-4-12 0-8-0 6-1-1 6.00 12 Plate Offsets (X,Y)-- [10:0-4-11,Edge], [12:0-6-8,0-4-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.97 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.73 0.17 (loc) 14-15 10-11 10 l/defl >999 >680 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 171 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 8-10,6-8: 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 16-18: 2x4 SPF No.2, 7-13: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-18: 2x4 SPF-S Stud, 4-17,4-14,12-14: 2x4 SPF No.2 WEDGE Right: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-7 max.): 1-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-17. WEBS 1 Row at midpt 1-18, 4-17, 4-14, 7-11 REACTIONS. (lb/size) 18=1897/0-3-8, 10=1744/Mechanical Max Horz 18=-169(LC 4) Max Uplift18=-140(LC 4), 10=-56(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1734/209, 1-2=-2152/264, 2-3=-2152/264, 3-4=-2152/264, 4-5=-3198/377, 5-6=-3306/385, 6-7=-3306/385, 7-8=-2656/319, 8-9=-3035/349, 9-10=-3285/366 BOT CHORD 16-17=-189/3256, 16-20=-189/3256, 15-20=-189/3256, 15-21=-189/3256, 14-21=-189/3256, 7-12=-74/747, 11-12=-213/3312, 10-11=-241/2834 WEBS 1-17=-236/2614, 2-17=-522/169, 4-17=-1364/123, 4-15=0/359, 5-14=-559/140, 12-14=-198/3102, 7-11=-1158/152, 8-11=-107/1186 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) 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) 10 except (jt=lb) 18=140. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 4-8-0 27-11-8 2-3-0 34-3-15 6-4-7 41-8-0 7-4-1 7-9-1 7-11-0 0-4-12 0-8-0 7-9-1 6.00 12 Plate Offsets (X,Y)-- [9:0-4-11,Edge], [12:0-4-7,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.68 1.00 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.70 0.21 (loc) 15-17 15-17 9 l/defl >999 >708 n/a L/d 240 180 n/a PLATES MT20 Weight: 177 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 16-18: 2x4 SPF 2100F 1.8E, 11-13: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-18: 2x4 SPF No.2 WEDGE Right: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins, except end verticals, and 2-0-0 oc purlins (3-2-12 max.): 1-7. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 3-17, 5-12, 8-12 2 Rows at 1/3 pts 2-18 REACTIONS. (lb/size) 18=1930/0-3-8, 9=1743/Mechanical Max Horz 18=-222(LC 4) Max Uplift18=-137(LC 4), 9=-44(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1918/242, 3-4=-2541/322, 4-5=-2541/322, 5-6=-2570/333, 6-7=-2575/334, 7-8=-2634/319, 8-9=-3360/354 BOT CHORD 18-19=-74/1570, 19-20=-74/1570, 17-20=-74/1570, 16-17=-93/2364, 16-21=-93/2364, 15-21=-93/2364, 14-15=-84/259, 11-12=-136/2716, 10-11=-235/2899, 9-10=-235/2899 WEBS 2-18=-2259/214, 2-17=-15/1220, 3-17=-838/156, 3-15=0/368, 5-15=-302/99, 8-10=0/346, 8-12=-676/164, 12-14=0/317, 12-15=-38/2389, 7-12=-54/980 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) 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 except (jt=lb) 18=137. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 6-7-6 41-8-0 7-4-2 9-5-1 9-7-0 0-4-12 0-8-0 9-5-1 6.00 12 Plate Offsets (X,Y)-- [5:0-6-0,0-0-15], [9:0-4-11,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 1.00 0.99 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.63 0.18 (loc) 13-14 13-14 9 l/defl >999 >789 n/a L/d 240 180 n/a PLATES MT20 Weight: 195 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 6-12: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-17,1-16,4-16,4-13: 2x4 SPF No.2 WEDGE Right: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins, except end verticals, and 2-0-0 oc purlins (2-1-0 max.): 1-5. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 2-16, 4-16, 4-13, 5-13 2 Rows at 1/3 pts 1-17 REACTIONS. (lb/size) 17=2062/0-3-8, 9=1814/Mechanical Max Horz 17=-274(LC 4) Max Uplift17=-132(LC 4), 9=-59(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1866/227, 1-2=-1492/244, 2-3=-1492/244, 3-4=-1492/244, 4-5=-2129/330, 5-6=-2764/417, 6-7=-2767/344, 7-8=-2868/311, 8-9=-3503/359 BOT CHORD 15-16=-30/2246, 14-15=-30/2246, 14-19=-30/2246, 13-19=-30/2246, 10-11=-239/3028, 9-10=-239/3028 WEBS 1-16=-197/2217, 2-16=-522/173, 4-16=-1135/114, 4-14=0/447, 4-13=-361/118, 11-13=0/2092, 5-11=-182/1030, 8-11=-633/157, 8-10=0/325 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) 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 except (jt=lb) 17=132. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 34-3-14 6-7-6 41-8-0 7-4-2 11-1-1 11-3-0 0-4-12 0-8-0 11-1-1 6.00 12 Plate Offsets (X,Y)-- [5:0-6-0,0-0-15], [9:0-4-11,Edge], [12:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.99 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.45 -0.86 0.17 (loc) 13-15 15-16 9 l/defl >999 >576 n/a L/d 240 180 n/a PLATES MT20 Weight: 209 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 14-16: 2x4 SPF 2100F 1.8E, 6-12: 2x3 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-16: 2x4 SPF 2100F 1.8E, 11-13,8-11,8-10: 2x3 SPF No.2 WEDGE Right: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-6 max.): 1-5. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 1-16, 2-16, 4-15, 4-13, 5-13 REACTIONS. (lb/size) 16=2056/0-3-8, 9=1792/Mechanical Max Horz 16=-327(LC 4) Max Uplift16=-127(LC 4), 9=-70(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1541/257, 3-4=-1541/257, 4-5=-1867/327, 5-6=-2800/471, 6-7=-2661/348, 7-8=-2823/316, 8-9=-3453/358 BOT CHORD 16-17=-7/1140, 17-18=-7/1140, 15-18=-7/1140, 15-19=0/1748, 14-19=0/1748, 14-20=0/1748, 13-20=0/1748, 6-11=-365/201, 10-11=-237/2981, 9-10=-237/2981 WEBS 2-16=-2034/204, 2-15=-44/1300, 4-15=-670/179, 4-13=-47/256, 11-13=0/1757, 5-11=-242/1084, 8-11=-618/148, 8-10=0/328 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) 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 except (jt=lb) 16=127. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 7-0-10 11-0-12 12-9-1 12-11-0 1-0-12 12-9-1 6.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [9:Edge,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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.80 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.60 -1.01 0.13 (loc) 10-12 10-12 9 l/defl >852 >507 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 236 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-6: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-15,1-16: 2x4 SPF 2100F 1.8E, 5-10,7-10: 2x3 SPF No.2 8-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-15 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-15, 3-12, 5-12, 1-16, 7-9 2 Rows at 1/3 pts 3-15 REACTIONS. (lb/size) 16=2140/0-3-8, 9=1991/Mechanical Max Horz 16=-355(LC 4) Max Uplift16=-43(LC 4), 9=-81(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-664/230, 2-3=-571/218, 3-4=-1917/364, 4-5=-2346/351, 5-6=-2978/363, 6-7=-3165/326, 7-8=-426/103, 1-16=-2143/251, 8-9=-346/104 BOT CHORD 16-17=-23/287, 15-17=-23/287, 15-18=0/1546, 14-18=0/1546, 13-14=0/1546, 13-19=0/1546, 12-19=0/1546, 12-20=-114/2537, 11-20=-114/2537, 11-21=-114/2537, 10-21=-114/2537, 9-10=-232/2820 WEBS 3-15=-1828/167, 3-14=0/504, 3-12=-97/615, 4-12=0/546, 5-12=-819/253, 5-10=0/495, 1-15=-100/1879, 7-9=-2964/270 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 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) 16, 9. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.75 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.58 0.04 (loc) 10-11 10-11 8 l/defl >999 >428 n/a L/d 240 180 n/a PLATES MT20 Weight: 71 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-11,6-8: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=900/0-3-8, 8=900/0-3-8 Max Horz 11=67(LC 5) Max Uplift11=-76(LC 6), 8=-76(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1157/208, 3-4=-906/158, 4-5=-906/158, 5-6=-1157/208, 2-11=-794/205, 6-8=-794/205 BOT CHORD 10-11=-73/931, 9-10=-73/931, 8-9=-73/931 WEBS 4-10=-14/485 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 14-9-3 6-4-5 21-1-8 6-4-5 28-4-0 7-2-8 35-11-6 7-7-6 43-3-8 7-4-2 11-0-12 12-0-0 0-11-0 12-0-0 6.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-3-0,0-2-0], [6:0-3-8,0-2-4], [10:Edge,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.80 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.63 -1.06 0.14 (loc) 12-14 12-14 11 l/defl >823 >485 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 243 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-17,1-18: 2x4 SPF 2100F 1.8E, 7-12,9-12: 2x3 SPF No.2 10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-8-9 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-17, 5-16, 5-14, 7-14, 1-18, 9-11, 2-17 REACTIONS. (lb/size) 18=2176/0-3-8, 11=2001/0-3-8 Max Horz 18=-348(LC 4) Max Uplift18=-89(LC 4), 11=-77(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-366/175, 3-4=-1615/284, 4-5=-1615/284, 5-6=-2031/344, 6-7=-2371/342, 7-8=-3130/366, 8-9=-3245/345, 9-10=-549/108, 1-18=-2297/242, 10-11=-406/108, 1-2=-419/211 BOT CHORD 17-18=-12/279, 17-19=-3/1275, 19-20=-3/1275, 16-20=-3/1275, 16-21=0/1825, 15-21=0/1825, 15-22=0/1825, 14-22=0/1825, 14-23=-106/2569, 13-23=-106/2569, 13-24=-106/2569, 12-24=-106/2569, 11-12=-243/2944 WEBS 3-17=-1902/204, 3-16=-43/1297, 5-16=-802/162, 5-14=-54/441, 6-14=-15/642, 7-14=-813/228, 7-12=-2/569, 1-17=-97/2124, 9-11=-2948/274 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) 18, 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 6-4-5 21-1-8 6-4-5 28-4-0 7-2-8 35-11-6 7-7-6 43-3-8 7-4-2 44-2-8 0-11-0 11-0-12 12-0-0 0-11-0 12-0-0 6.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-3-0,0-2-0], [6:0-3-8,0-2-4], [10:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.80 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.62 -1.06 0.14 (loc) 13-15 13-15 12 l/defl >828 >487 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 244 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-18,1-19,10-12: 2x4 SPF 2100F 1.8E, 7-13,9-13: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-8-9 max.): 2-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-18, 5-17, 5-15, 7-15, 1-19, 9-12, 2-18 REACTIONS. (lb/size) 19=2175/0-3-8, 12=2065/0-3-8 Max Horz 19=-355(LC 4) Max Uplift19=-89(LC 4), 12=-110(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-365/175, 3-4=-1614/284, 4-5=-1614/284, 5-6=-2029/344, 6-7=-2370/341, 7-8=-3121/363, 8-9=-3236/342, 9-10=-726/169, 1-19=-2297/242, 10-12=-568/188, 1-2=-419/211 BOT CHORD 18-19=-0/286, 18-20=0/1274, 20-21=0/1274, 17-21=0/1274, 17-22=0/1824, 16-22=0/1824, 16-23=0/1824, 15-23=0/1824, 15-24=-76/2568, 14-24=-76/2568, 14-25=-76/2568, 13-25=-76/2568, 12-13=-208/2929 WEBS 3-18=-1901/204, 3-17=-43/1297, 5-17=-801/162, 5-15=-54/440, 6-15=-16/643, 7-15=-813/229, 7-13=0/559, 1-18=-97/2123, 9-12=-2759/207 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 10 = 16% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19 except (jt=lb) 12=110. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 3x6 8x10 6x16 3x6 8x8 6x10 4x6 4x10 4-3-12 4-3-12 5-11-8 1-7-12 11-5-6 5-5-14 18-9-8 7-4-2 22-2-0 3-4-8 31-9-8 9-7-8 41-5-0 9-7-8 52-1-10 10-8-10 63-7-0 11-5-6 -0-11-0 0-11-0 4-3-12 4-3-12 5-11-8 1-7-12 7-7-15 1-8-7 15-1-6 7-5-7 18-9-8 3-8-2 22-2-0 3-4-8 28-7-0 6-5-0 35-0-0 6-5-0 41-5-0 6-5-0 48-5-10 7-0-10 55-11-1 7-5-7 63-7-0 7-7-15 64-6-0 0-11-0 0-11-0 12-0-0 0-11-0 0-8-0 12-0-0 6.00 12 Plate Offsets (X,Y)-- [9:0-3-8,0-2-4], [13:0-4-8,0-1-12], [28:0-7-4,0-2-0], [30:0-4-0,0-2-8], [31:Edge,0-2-8], [33:Edge,0-9-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.70 0.90 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.70 -1.21 0.30 (loc) 20-22 20-22 19 l/defl >999 >584 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 327 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 9-11,11-13: 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 31-33: 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 9-26,10-26,10-24,12-24,12-22,13-22,14-22,9-28: 2x4 SPF No.2 2-33: 2x6 SP No.1, 17-19: 2x8 SP 2400F 2.0E 16-19: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals, and 2-0-0 oc purlins (2-8-0 max.): 9-13. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-29, 10-26, 12-24, 12-22, 14-22, 8-27, 5-30, 16-19 REACTIONS. (lb/size) 33=-1153/0-3-8, 32=4444/0-3-8 (req. 0-7-0), 19=2763/0-3-8 Max Horz 33=-124(LC 4) Max Uplift33=-1153(LC 1), 32=-132(LC 6), 19=-124(LC 7) Max Grav 33=16(LC 5), 32=4444(LC 1), 19=2763(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-198/2258, 3-4=-8/420, 4-5=-21/475, 5-6=-2658/311, 6-7=-2552/331, 7-8=-3355/463, 8-9=-3298/513, 9-10=-2809/444, 10-11=-3474/488, 11-12=-3474/488, 12-13=-3326/486, 13-14=-3808/501, 14-15=-4430/510, 15-16=-4536/489, 16-17=-805/186, 2-33=-30/1145, 17-19=-629/207 BOT CHORD 25-26=-72/3322, 25-34=-72/3322, 34-35=-72/3322, 24-35=-72/3322, 24-36=-86/3494, 23-36=-86/3494, 23-37=-86/3494, 22-37=-86/3494, 22-38=-204/3792, 21-38=-204/3792, 21-39=-204/3792, 20-39=-204/3792, 19-20=-318/4003, 29-30=-60/939, 29-40=-99/2785, 40-41=-99/2785, 28-41=-99/2785 WEBS 5-29=-39/1861, 7-29=-1136/139, 9-26=-40/899, 10-26=-1195/113, 10-24=0/672, 12-22=-563/144, 13-22=-89/1289, 14-22=-739/217, 14-20=0/458, 7-28=-21/478, 5-30=-3279/379, 26-28=-18/2831, 9-28=-140/468, 3-32=-3136/323, 30-32=-2112/271, 3-30=-177/2587, 2-32=-1838/218, 16-19=-3951/330 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) WARNING: Required bearing size at joint(s) 32 greater than input bearing size. 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. August 6,2018 9-7-8 41-5-0 9-7-8 52-1-10 10-8-10 63-7-0 11-5-6 -0-11-0 0-11-0 7-7-15 7-7-15 15-1-6 7-5-7 22-2-0 7-0-10 28-7-0 6-5-0 35-0-0 6-5-0 41-5-0 6-5-0 48-5-10 7-0-10 55-11-1 7-5-7 63-7-0 7-7-15 64-6-0 0-11-0 0-11-0 12-0-0 0-11-0 12-0-0 6.00 12 Plate Offsets (X,Y)-- [6:0-4-8,0-1-12], [10:0-4-8,0-1-12], [14:0-1-11,0-8-15], [27:0-5-0,0-2-0] 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.79 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.65 -1.13 0.27 (loc) 17-19 17-19 16 l/defl >999 >627 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 324 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 6-8,8-10: 2x4 SPF No.2 BOT CHORD 2x4 SP 2400F 2.0E *Except* 20-22: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-25,5-25,11-17,13-17,2-26: 2x3 SPF No.2, 2-27,14-16: 2x6 SP No.1 13-16: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-2 max.): 6-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-26, 5-25, 7-23, 9-21, 9-19, 11-19, 13-16 REACTIONS. (lb/size) 27=-782/0-3-8, 26=4114/0-3-8, 16=2815/0-3-8 (req. 0-4-7) Max Horz 27=-124(LC 4) Max Uplift27=-844(LC 11), 26=-71(LC 6), 16=-121(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-127/1803, 3-4=-2820/346, 4-5=-2714/367, 5-6=-3467/469, 6-7=-3021/458, 7-8=-3621/501, 8-9=-3621/501, 9-10=-3439/496, 10-11=-3934/511, 11-12=-4564/522, 12-13=-4670/501, 13-14=-869/194, 2-27=0/862, 14-16=-654/208 BOT CHORD 25-26=-102/1311, 25-28=-125/2848, 24-28=-125/2848, 24-29=-125/2848, 23-29=-125/2848, 23-30=-87/3489, 22-30=-87/3489, 22-31=-87/3489, 21-31=-87/3489, 21-32=-100/3631, 20-32=-100/3631, 20-33=-100/3631, 19-33=-100/3631, 19-34=-216/3909, 18-34=-216/3909, 18-35=-216/3909, 17-35=-216/3909, 16-17=-333/4133 WEBS 3-26=-4656/461, 3-25=0/1688, 5-25=-1019/128, 5-23=-39/468, 6-23=-75/1134, 7-23=-1122/123, 7-21=0/605, 9-19=-611/147, 10-19=-94/1345, 11-19=-745/218, 11-17=0/466, 2-26=-1750/300, 13-16=-4025/335 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance at joint 14 = 16% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26 except (jt=lb) 27=844, 16=121. 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. August 6,2018 9-1-10 21-10-8 1-7-0 22-8-8 0-10-0 31-6-0 8-9-8 41-1-8 9-7-8 51-10-2 10-8-10 63-3-8 11-5-6 7-4-6 7-4-6 14-9-14 7-5-9 20-3-8 5-5-10 21-10-8 1-7-0 22-8-8 0-10-0 28-3-8 5-7-0 34-8-8 6-5-0 41-1-8 6-5-0 48-2-2 7-0-10 55-7-9 7-5-7 63-3-8 7-7-15 64-2-8 0-11-0 1-0-12 12-0-0 0-11-0 3-0-0 12-0-0 6.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-0], [6:1-0-8,0-1-12], [11:0-4-8,0-1-12], [15:0-1-11,0-8-15], [24:0-8-4,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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.98 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.71 -1.35 0.52 (loc) 18-20 18-20 17 l/defl >999 >560 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 346 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 6-9,9-11: 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 27-29,17-19: 2x4 SP 2400F 2.0E, 26-27: 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 8-22,10-22,10-20,11-20,12-20,7-23,5-26: 2x4 SPF No.2 1-29,15-17: 2x6 SP No.1, 2-29,22-24,25-28,14-17: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, except end verticals, and 2-0-0 oc purlins (2-3-0 max.): 6-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 20-22 1-4-12 oc bracing: 18-20. WEBS 1 Row at midpt 4-28, 8-22, 10-22, 10-20, 12-20, 2-29, 7-23, 5-26, 14-17 REACTIONS. (lb/size) 29=2676/4-2-0, 17=2894/0-3-8 Max Horz 29=-139(LC 4) Max Uplift29=-81(LC 6), 17=-118(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-544/105, 2-3=-4423/541, 3-4=-4317/560, 4-5=-5408/642, 5-6=-5327/696, 6-7=-4592/593, 7-8=-4590/594, 8-9=-3823/561, 9-10=-3823/561, 10-11=-3590/539, 11-12=-4101/559, 12-13=-4720/567, 13-14=-4826/546, 14-15=-881/199, 1-29=-404/106, 15-17=-661/210 BOT CHORD 28-29=-365/3878, 22-30=-155/3816, 21-30=-155/3816, 21-31=-155/3816, 20-31=-155/3816, 20-32=-257/4053, 19-32=-257/4053, 19-33=-257/4053, 18-33=-257/4053, 17-18=-370/4264, 24-25=-163/4511 WEBS 4-28=-1332/122, 4-25=-7/650, 8-24=-22/905, 8-22=-1172/127, 10-20=-664/141, 11-20=-116/1422, 12-20=-741/216, 12-18=0/453, 2-29=-4091/468, 22-24=-181/4340, 25-28=-308/4607, 6-25=-233/1373, 6-24=-129/1012, 14-17=-4167/375 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance at joint 15 = 16% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29 except (jt=lb) 17=118. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued 11) "Semi-on rigid page pitchbreaks 2 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 9-7-8 41-1-8 9-7-8 51-10-2 10-8-10 63-3-8 11-5-6 7-4-6 7-4-6 14-9-14 7-5-9 21-10-8 7-0-10 28-3-8 6-5-0 34-8-8 6-5-0 41-1-8 6-5-0 48-2-2 7-0-10 55-7-9 7-5-7 63-3-8 7-7-15 64-2-8 0-11-0 1-0-12 12-0-0 0-11-0 12-0-0 6.00 12 Plate Offsets (X,Y)-- [5:0-4-12,0-2-4], [9:0-4-12,0-2-4], [13:0-1-11,0-8-15] 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) 0.86 0.96 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.77 -1.36 0.40 (loc) 16-18 16-18 15 l/defl >985 >555 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 313 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 5-7,7-9: 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 23-25,15-17: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-24,4-24,10-16,12-16: 2x3 SPF No.2, 1-25,13-15: 2x6 SP No.1 2-25,12-15: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, except end verticals, and 2-0-0 oc purlins (2-3-6 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-22, 6-22, 8-18, 10-18, 2-25, 12-15 REACTIONS. (lb/size) 25=2995/Mechanical, 15=3060/0-3-8 Max Horz 25=-139(LC 4) Max Uplift25=-79(LC 6), 15=-117(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-523/112, 2-3=-5066/538, 3-4=-4960/558, 4-5=-4424/555, 5-6=-3880/535, 6-7=-4283/560, 7-8=-4283/560, 8-9=-3901/537, 9-10=-4448/557, 10-11=-5051/565, 11-12=-5156/544, 12-13=-904/199, 1-25=-400/111, 13-15=-673/210 BOT CHORD 24-25=-358/4405, 24-26=-250/4300, 23-26=-250/4300, 23-27=-250/4300, 22-27=-250/4300, 22-28=-151/4218, 21-28=-151/4218, 21-29=-151/4218, 20-29=-151/4218, 20-30=-152/4225, 19-30=-152/4225, 19-31=-152/4225, 18-31=-152/4225, 18-32=-255/4356, 17-32=-255/4356, 17-33=-255/4356, 16-33=-255/4356, 15-16=-369/4542 WEBS 4-24=0/399, 4-22=-681/212, 5-22=-113/1562, 6-22=-895/138, 6-20=0/399, 8-20=0/376, 8-18=-870/140, 9-18=-114/1575, 10-18=-730/216, 10-16=0/447, 2-25=-4737/452, 12-15=-4468/372 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance at joint 13 = 12% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25 except (jt=lb) 15=117. 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. August 6,2018 41-1-8 9-7-8 51-1-12 10-0-4 63-3-8 12-1-12 7-4-6 7-4-6 14-9-14 7-5-9 21-10-8 7-0-10 28-3-8 6-5-0 34-8-8 6-5-0 41-1-8 6-5-0 48-2-2 7-0-10 55-7-9 7-5-7 63-3-8 7-7-15 64-2-8 0-11-0 1-0-12 12-0-0 0-11-0 12-0-0 6.00 12 Plate Offsets (X,Y)-- [1:0-4-12,0-3-4], [5:0-3-0,0-2-0], [9:0-3-0,0-2-0], [13:0-3-0,0-6-0] 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-M) 0.39 0.63 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.56 0.12 (loc) 22-24 22-24 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 400 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E BOT CHORD 2x6 SP No.1 *Except* 23-25,15-17: 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-24,4-24,12-16,12-15: 2x3 SPF No.2, 1-25,13-15: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-6 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. WEBS 1 Row at midpt 4-22, 6-22, 6-20 2 Rows at 1/3 pts 8-18, 10-16, 2-25 REACTIONS. (lb/size) 16=3663/0-3-8, 25=2297/Mechanical, 15=79/0-3-8 Max Horz 25=-137(LC 4) Max Uplift16=-42(LC 7), 25=-80(LC 6), 15=-193(LC 10) Max Grav 16=3663(LC 1), 25=2297(LC 1), 15=162(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-765/137, 2-3=-3756/414, 3-4=-3650/434, 4-5=-2999/422, 5-6=-2597/415, 6-7=-2437/387, 7-8=-2437/387, 8-9=-1472/312, 9-10=-1748/307, 10-11=0/987, 11-12=-32/819, 12-13=-335/119, 1-25=-507/122, 13-15=-382/171 BOT CHORD 24-25=-262/3351, 24-26=-138/3080, 23-26=-138/3080, 23-27=-138/3080, 22-27=-138/3080, 22-28=-9/2563, 21-28=-9/2563, 21-29=-9/2563, 20-29=-9/2563, 20-30=0/2184, 19-30=0/2184, 19-31=0/2184, 18-31=0/2184, 18-32=0/328, 17-32=0/328, 17-33=0/328, 16-33=0/328, 15-16=-605/83 WEBS 4-24=0/471, 4-22=-747/218, 5-22=-54/932, 6-20=-511/124, 8-20=-7/987, 8-18=-1550/153, 9-18=-3/433, 10-18=-25/1783, 10-16=-3116/349, 12-16=-496/224, 2-25=-3223/309, 12-15=-73/711 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) 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) 16, 25 except (jt=lb) 15=193. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued 11) Graphical on page purlin 2 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. August 6,2018 10-3-8 17-0-8 6-9-0 22-0-8 5-0-0 31-6-0 9-5-8 40-11-8 9-5-8 45-11-8 5-0-0 51-1-12 5-2-4 55-10-8 4-8-12 62-11-4 7-0-12 63-1-0 0-1-12 63-3-8 0-2-8 7-5-6 7-5-6 12-2-15 4-9-9 17-0-8 4-9-9 22-0-8 5-0-0 28-4-3 6-3-11 34-7-13 6-3-11 40-11-8 6-3-11 45-11-8 5-0-0 50-11-0 4-11-8 55-10-8 4-11-8 63-3-8 7-5-0 64-2-8 0-11-0 1-0-12 12-1-0 0-11-0 12-1-0 6.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-0], [6:0-3-8,0-2-4], [10:0-4-0,0-2-8], [17:Edge,0-3-0], [21:0-3-8,Edge], [25:0-6-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.93 0.78 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.77 0.17 (loc) 24-26 24-26 19 l/defl >999 >797 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 345 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 17-20,25-28: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-29,4-29,4-27,12-21,14-19,14-18,14-17: 2x3 SPF No.2 1-30,15-17: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-2-7 max.): 6-10. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-27, 5-26, 7-26, 7-24, 11-21, 12-19 2 Rows at 1/3 pts 8-22, 2-30 REACTIONS. (lb/size) 19=3659/0-3-8, 17=87/0-3-8, 30=2304/Mechanical Max Horz 30=-139(LC 4) Max Uplift19=-34(LC 7), 17=-183(LC 10), 30=-83(LC 6) Max Grav 19=3659(LC 1), 17=174(LC 11), 30=2304(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-546/130, 2-3=-3750/422, 3-4=-3673/446, 4-5=-3344/444, 5-6=-2921/439, 6-7=-2561/421, 7-8=-2421/393, 8-9=-1475/324, 9-10=-1475/324, 10-11=-1714/330, 11-12=-949/227, 12-13=0/944, 13-14=0/847, 14-15=-403/198, 1-30=-417/123, 15-17=-415/204 BOT CHORD 29-30=-254/3313, 29-31=-161/3201, 28-31=-161/3201, 28-32=-161/3201, 27-32=-161/3201, 27-33=-91/2937, 26-33=-91/2937, 26-34=-12/2538, 25-34=-12/2538, 25-35=-12/2538, 24-35=-12/2538, 24-36=-3/2171, 23-36=-3/2171, 23-37=-3/2171, 22-37=-3/2171, 22-38=0/790, 21-38=0/790, 20-21=-685/187, 20-39=-685/187, 19-39=-685/187, 18-19=-551/100, 17-18=-551/100 WEBS 4-29=-14/352, 4-27=-466/123, 5-27=-53/584, 5-26=-803/195, 6-26=-85/960, 7-24=-488/126, 8-24=-3/1006, 8-22=-1550/148, 10-22=-36/444, 11-22=-19/1423, 11-21=-1874/170, 12-21=-143/2506, 12-19=-3089/296, 14-19=-556/132, 14-18=0/267, 14-17=-177/744, 2-30=-3417/311 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 30 except (jt=lb) Continued 17=183. 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. August 6,2018 20-4-8 8-1-9 31-6-0 11-1-8 42-7-8 11-1-8 45-11-8 3-4-0 51-1-12 5-2-4 55-10-8 4-8-12 62-11-4 7-0-12 63-1-0 0-1-12 63-3-8 0-2-8 7-5-6 7-5-6 12-2-15 4-9-9 17-0-8 4-9-9 20-4-8 3-4-0 27-9-8 7-5-0 35-2-8 7-5-0 42-7-8 7-5-0 45-11-8 3-4-0 50-11-0 4-11-8 55-10-8 4-11-8 63-3-8 7-5-0 64-2-8 0-11-0 1-0-12 11-3-0 0-11-0 11-3-0 6.00 12 Plate Offsets (X,Y)-- [6:0-5-0,0-2-0], [10:0-4-0,0-2-8], [17:Edge,0-3-0], [19:0-3-8,0-2-8], [21:0-3-8,Edge], [23:0-6-0,Edge], [29:0-2-8,0-3-0], [30:Edge,0-9-13] 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) 0.91 0.87 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.52 -1.00 0.14 (loc) 22-24 24-26 19 l/defl >999 >609 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 330 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-2: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SP 2400F 2.0E *Except* 20-23,25-27: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 5-28,6-26,7-24,9-24,10-22,11-21,1-30: 2x4 SPF No.2 7-26,9-22: 2x4 SPF 2100F 1.8E, 12-19,15-17: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-12 oc purlins, except end verticals, and 2-0-0 oc purlins (2-6-0 max.): 6-10. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-26, 7-26, 7-24, 9-22, 11-21 2 Rows at 1/3 pts 12-19 REACTIONS. (lb/size) 30=2287/Mechanical, 19=3549/0-3-8, 17=119/0-3-8 Max Horz 30=-130(LC 4) Max Uplift30=-76(LC 6), 19=-25(LC 7), 17=-158(LC 10) Max Grav 30=2287(LC 1), 19=3549(LC 1), 17=200(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3782/375, 2-3=-3621/396, 3-4=-3658/432, 4-5=-3651/517, 5-6=-3067/438, 6-7=-2719/412, 7-8=-2623/384, 8-9=-2623/384, 9-10=-1325/291, 10-11=-1519/303, 11-12=-942/225, 12-13=0/875, 13-14=0/794, 14-15=-411/198, 1-30=-2194/267, 15-17=-419/204 BOT CHORD 29-30=-121/434, 28-29=-226/3293, 28-31=-87/2912, 27-31=-87/2912, 27-32=-87/2912, 26-32=-87/2912, 26-33=-52/2760, 25-33=-52/2760, 25-34=-52/2760, 24-34=-52/2760, 24-35=-40/2290, 23-35=-40/2290, 23-36=-40/2290, 22-36=-40/2290, 21-22=0/780, 20-21=-638/187, 20-37=-638/187, 19-37=-638/187, 18-19=-511/101, 17-18=-511/101 WEBS 3-29=-254/101, 4-28=-272/132, 5-28=-146/643, 5-26=-592/203, 6-26=-94/1046, 7-26=-291/162, 7-24=-455/138, 9-24=0/1066, 9-22=-1780/174, 10-22=-34/359, 11-22=-27/1582, 11-21=-1958/136, 12-21=-136/2385, 12-19=-2965/295, 14-19=-543/131, 14-18=0/262, 14-17=-178/692, 1-29=-197/2877 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 19 except (jt=lb) Continued 17=158. 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. August 6,2018 12-2-15 4-9-9 17-0-8 4-9-9 25-6-13 8-6-5 37-5-3 11-10-5 45-11-8 8-6-5 51-1-12 5-2-4 55-10-8 4-8-12 62-11-4 7-0-12 63-1-0 0-1-12 63-3-8 0-2-8 3-9-15 3-9-15 7-5-6 3-7-7 12-2-15 4-9-9 17-0-8 4-9-9 24-3-4 7-2-12 31-6-0 7-2-12 38-8-12 7-2-12 45-11-8 7-2-12 50-11-0 4-11-8 55-10-8 4-11-8 63-3-8 7-5-0 64-2-8 0-11-0 1-0-12 9-7-0 0-11-0 9-7-0 6.00 12 Plate Offsets (X,Y)-- [6:0-5-0,0-2-0], [11:0-4-0,0-2-8], [17:Edge,0-3-0], [19:0-3-8,0-2-8], [27:0-2-8,0-3-0], [28:0-2-8,0-3-0], [29:0-2-8,0-3-0], [30:Edge,0-9-13] 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) 0.85 0.88 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.66 -1.28 0.15 (loc) 22-24 22-24 19 l/defl >934 >480 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 311 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 7-25,10-21: 2x4 SPF 2100F 1.8E, 8-24,8-22,12-19: 2x4 SPF No.2 1-30,15-17: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except end verticals, and 2-0-0 oc purlins (2-8-1 max.): 6-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 19-21,18-19,17-18. WEBS 1 Row at midpt 5-25, 7-25, 7-24, 8-22, 10-21, 11-21, 12-19 REACTIONS. (lb/size) 30=2201/Mechanical, 19=3902/0-3-8, 17=-147/0-3-8 Max Horz 30=-114(LC 4) Max Uplift30=-61(LC 6), 19=-6(LC 4), 17=-422(LC 10) Max Grav 30=2201(LC 1), 19=3902(LC 1), 17=95(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3217/325, 2-3=-3146/335, 3-4=-3548/395, 4-5=-3463/411, 5-6=-3153/415, 6-7=-2773/400, 7-8=-3120/402, 8-9=-2196/323, 9-10=-2196/323, 10-11=-545/206, 11-12=-677/198, 12-13=-26/1416, 14-15=-336/176, 1-30=-2128/234, 15-17=-381/203 BOT CHORD 28-29=-211/2827, 27-28=-202/3137, 27-31=-143/3041, 26-31=-143/3041, 25-26=-143/3041, 25-32=-107/3121, 32-33=-107/3121, 24-33=-107/3121, 24-34=-120/2791, 23-34=-120/2791, 23-35=-120/2791, 22-35=-120/2791, 22-36=-69/1987, 36-37=-69/1987, 21-37=-69/1987, 20-21=-1103/211, 20-38=-1103/211, 19-38=-1103/211, 18-19=-947/124, 17-18=-947/124 WEBS 3-29=-570/100, 3-28=-15/386, 5-27=-0/277, 5-25=-484/142, 6-25=-69/1046, 7-25=-743/140, 8-24=0/624, 8-22=-1117/155, 10-22=-0/1471, 10-21=-2430/191, 12-21=-132/2717, 12-19=-3322/293, 13-19=-602/131, 13-18=0/275, 13-17=-203/1131, 1-29=-229/2688 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 19 except (jt=lb) 17=422. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced Continued standard on page ANSI/2 TPI 1. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 37-5-3 11-10-5 49-3-8 11-10-5 51-1-12 1-10-4 56-2-4 5-0-8 62-11-4 6-9-0 63-1-0 0-1-12 63-3-8 0-2-8 4-8-8 4-8-8 9-2-8 4-6-0 13-8-8 4-6-0 22-7-4 8-10-12 31-6-0 8-10-12 40-4-12 8-10-12 49-3-8 8-10-12 56-2-4 6-10-12 63-3-8 7-1-4 64-2-8 0-11-0 1-0-12 7-11-0 0-11-0 7-11-0 6.00 12 Plate Offsets (X,Y)-- [1:Edge,0-9-13], [4:0-4-8,0-1-12], [10:0-5-12,0-1-12], [15:Edge,0-3-8], [18:0-2-8,Edge], [25:0-2-8,0-3-0], [26:0-2-8,0-3-0] 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.88 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.61 -1.24 0.17 (loc) 22-24 22-24 17 l/defl >999 >494 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 288 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-6,6-9: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 5-24,8-18: 2x4 SPF 2100F 1.8E, 7-22,7-20,10-17: 2x4 SPF No.2 1-27,13-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-6 max.): 4-10. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-24, 7-20 2 Rows at 1/3 pts 8-18, 10-17 REACTIONS. (lb/size) 27=2094/Mechanical, 17=4087/0-3-8, 15=-375/0-3-8 Max Horz 27=-98(LC 4) Max Uplift27=-43(LC 6), 17=-99(LC 4), 15=-638(LC 10) Max Grav 27=2097(LC 10), 17=4087(LC 1), 15=117(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3234/333, 2-3=-3346/386, 3-4=-3221/381, 4-5=-2845/369, 5-6=-3529/391, 6-7=-3529/391, 7-8=-2345/290, 8-9=-1/717, 9-10=-1/717, 10-11=-67/1926, 1-27=-2032/226, 13-15=-298/174 BOT CHORD 25-26=-200/2836, 24-25=-168/2938, 23-24=-190/3524, 23-28=-190/3524, 28-29=-190/3524, 22-29=-190/3524, 22-30=-188/3135, 21-30=-188/3135, 21-31=-188/3135, 20-31=-188/3135, 20-32=-112/1748, 32-33=-112/1748, 19-33=-112/1748, 18-19=-112/1748, 17-18=-750/218, 16-17=-1291/157, 15-16=-1291/157 WEBS 2-26=-391/108, 4-24=-38/1034, 5-24=-1031/182, 7-22=0/646, 7-20=-1292/188, 8-20=-6/1653, 8-18=-3240/295, 10-18=-45/2445, 10-17=-3789/216, 11-17=-693/160, 11-16=0/275, 11-15=-192/1439, 1-26=-210/2657 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 17 except (jt=lb) 15=638. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Continued 11) "Semi-on rigid page pitchbreaks 2 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 63-1-0 7-4-12 63-3-8 0-2-8 7-4-13 7-4-13 10-4-8 2-11-11 18-9-14 8-5-6 27-3-5 8-5-6 35-8-11 8-5-6 44-2-2 8-5-6 52-7-8 8-5-6 55-8-4 3-0-12 63-3-8 7-7-4 64-2-8 0-11-0 1-0-12 6-1-1 6-3-0 0-11-0 6-1-1 6.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-0], [10:0-4-2,Edge], [14:0-4-8,0-3-4] 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix-M) 0.96 0.85 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.61 -1.28 0.21 (loc) 22-24 22-24 16 l/defl >999 >477 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 247 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 1-3,10-13: 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 14-17: 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-24,2-25: 2x4 SPF No.2, 6-22,7-18,12-15: 2x4 SPF-S Stud 9-16: 2x4 SPF 2100F 1.8E, 1-25,12-14: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-1 max.): 3-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 3-2-15 oc bracing: 15-16. WEBS 1 Row at midpt 4-24, 6-20, 7-18, 9-16, 10-16, 2-25, 12-15 REACTIONS. (lb/size) 16=4505/0-3-8 (req. 0-7-1), 25=1935/Mechanical, 14=-798/0-3-8 Max Horz 25=-82(LC 4) Max Uplift16=-208(LC 4), 25=-44(LC 5), 14=-1073(LC 10) Max Grav 16=4505(LC 1), 25=1937(LC 10), 14=154(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-484/139, 2-3=-3060/355, 3-4=-2709/328, 4-5=-3944/417, 5-6=-3944/417, 6-7=-3250/363, 7-8=-1120/189, 8-9=-1120/189, 9-10=-153/2747, 10-11=-200/2278, 11-12=-234/2317, 1-25=-390/128, 12-14=-110/1137 BOT CHORD 24-25=-183/2699, 23-24=-252/3839, 23-26=-252/3839, 26-27=-252/3839, 22-27=-252/3839, 21-22=-262/3759, 21-28=-262/3759, 28-29=-262/3759, 20-29=-262/3759, 20-30=-190/2517, 19-30=-190/2517, 19-31=-190/2517, 18-31=-190/2517, 15-16=-2285/278 WEBS 3-24=-65/1010, 4-24=-1450/211, 4-22=0/282, 6-22=0/285, 6-20=-867/153, 7-20=-17/1246, 7-18=-2053/241, 9-18=-58/2109, 9-16=-3740/360, 10-16=-1959/233, 2-25=-2772/220, 11-15=-394/171, 10-15=-150/794, 12-15=-2110/280 NOTES- (15-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) WARNING: This long span truss requires extreme care and experience for proper and safe handling and erection. For general handling and erection guidance, see Guide to Good Practice For Handling, Installing & Bracing of Metal Plate Connected Wood Trusses (“BCSI-1”), jointly produced by SBCA and TPI. For project specific guidance, consult with project engineer/architect/general contractor. MiTek or TRENCO assumes no responsibility for truss manufacture, handling, erection, or bracing. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25 except (jt=lb) 16=208, 14=1073. 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. August 6,2018 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.58 0.27 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.00 (loc) 10-11 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 58 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-12,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=679/0-4-15, 11=679/0-4-15 Max Horz 11=53(LC 5) Max Uplift9=-84(LC 7), 11=-84(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-554/90, 4-5=-554/90 WEBS 5-10=0/264, 5-9=-677/242, 3-10=0/264, 3-11=-677/242, 2-11=-24/293, 6-9=-26/293 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 9, 11. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 CSI. TC BC WB (Matrix) 0.54 0.59 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.84 0.01 (loc) 6-7 6-7 5 l/defl >423 >182 n/a L/d 240 180 n/a PLATES MT20 Weight: 88 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-6,2-7: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5, 2-6, 3-6, 2-7 REACTIONS. (lb/size) 5=584/0-3-8, 7=597/Mechanical Max Horz 7=324(LC 5) Max Uplift5=-110(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-473/95, 2-3=-261/127, 4-5=-1039/78, 1-7=-390/89 BOT CHORD 7-8=-144/319, 8-9=-144/319, 6-9=-144/319 WEBS 2-6=-307/215, 4-6=0/1044 NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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) except (jt=lb) 5=110. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.83 0.74 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.57 0.03 (loc) 8-9 8-9 8 l/defl >999 >434 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-11,7-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=935/Mechanical, 8=935/0-3-8 Max Horz 11=235(LC 5) Max Uplift11=-26(LC 6), 8=-26(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/127, 3-4=-810/147, 4-5=-810/147, 5-6=-947/127 BOT CHORD 11-12=-85/663, 12-13=-85/663, 10-13=-85/663, 9-10=-85/663, 9-14=-2/663, 14-15=-2/663, 8-15=-2/663 WEBS 4-9=-75/553, 2-11=-833/99, 6-8=-833/99 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 9-11-9 1-3-0 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.74 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.57 0.03 (loc) 10-11 10-11 10 l/defl >999 >434 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-13,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=999/0-3-8, 10=999/0-3-8 Max Horz 13=238(LC 5) Max Uplift13=-59(LC 6), 10=-59(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-941/128, 4-5=-805/148, 5-6=-805/148, 6-7=-941/128 BOT CHORD 13-14=-76/655, 14-15=-76/655, 12-15=-76/655, 11-12=-76/655, 11-16=0/655, 16-17=0/655, 10-17=0/655 WEBS 5-11=-76/545, 3-13=-840/76, 7-10=-840/76 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 13, 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.35 0.11 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-3-0. (lb) - Max Horz 1=-43(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 9, 7 except 1=-134(LC 1), 8=-215(LC 1) Max Grav All reactions 250 lb or less at joint(s) 1, 8, 10 except 2=371(LC 1), 12=363(LC 10), 9=385(LC 11), 7=492(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-12=-272/137, 6-9=-286/134 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 9, 7 except (jt=lb) 1=134, 8=215. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 TC BC WB (Matrix) 0.28 0.10 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-3-0. (lb) - Max Horz 1=45(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 8, 6 except 1=-171(LC 1), 7=-171(LC 1) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 2=413(LC 1), 9=251(LC 1), 11=380(LC 10), 8=380(LC 11), 6=413(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-286/141, 5-8=-286/141 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 8, 6 except (jt=lb) 1=171, 7=171. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.49 0.18 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 49 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-3-0. (lb) - Max Horz 1=-29(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 8, 12, 10, 9, 7 except 1=-318(LC 1), 2=-111(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 2=636(LC 1), 12=344(LC 10), 10=320(LC 11), 9=300(LC 1), 7=326(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 12, 10, 9, 7 except (jt=lb) 1=318, 2=111. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.09 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 19-3-0. (lb) - Max Horz 1=-15(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 2, 14, 12, 8, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 8 except 14=267(LC 10), 12=340(LC 11), 11=331(LC 10), 10=286(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-12=-258/84 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 2, 14, 12, 8, 11, 10. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.49 0.19 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 50 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-3-0. (lb) - Max Horz 1=-39(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 12, 9, 7 except 8=-312(LC 1) Max Grav All reactions 250 lb or less at joint(s) 1, 8, 10 except 2=266(LC 10), 12=334(LC 1), 9=416(LC 11), 7=614(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-12=-250/130, 6-9=-307/133 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 12, 9, 7 except (jt=lb) 8=312. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.17 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 47 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-3-0. (lb) - Max Horz 1=-23(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 10, 9, 7 except 1=-157(LC 10), 8=-211(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 2=427(LC 1), 12=304(LC 10), 10=333(LC 10), 9=333(LC 1), 7=505(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-10=-260/86 NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 10, 9, 7 except (jt=lb) 1=157, 8=211. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.09 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=152/0-3-8, 4=17/Mechanical, 3=40/Mechanical Max Horz 5=40(LC 6) Max Uplift5=-27(LC 6), 3=-21(LC 6) Max Grav 5=152(LC 1), 4=35(LC 2), 3=40(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=153/0-3-8, 3=41/Mechanical, 4=17/Mechanical Max Horz 5=61(LC 6) Max Uplift5=-23(LC 6), 3=-24(LC 6) Max Grav 5=153(LC 1), 3=41(LC 1), 4=36(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.04 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 4 4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=57/0-1-8, 3=57/0-1-8 Max Horz 4=46(LC 5) Max Uplift4=-1(LC 4), 3=-22(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4, 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) 4, 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 (Matrix) 0.25 0.26 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 -0.02 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-5-4 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-40/Mechanical, 4=-128/Mechanical, 5=387/0-6-13 Max Horz 5=68(LC 6) Max Uplift3=-40(LC 1), 4=-128(LC 1), 5=-105(LC 6) Max Grav 3=13(LC 4), 4=26(LC 6), 5=387(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 4=128 , 5=105. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.29 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-27/Mechanical, 4=4/Mechanical, 5=246/0-5-9 Max Horz 5=69(LC 6) Max Uplift3=-27(LC 1), 4=-8(LC 6), 5=-67(LC 6) Max Grav 3=10(LC 4), 4=23(LC 2), 5=246(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.29 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-5-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-27/Mechanical, 4=4/Mechanical, 5=246/0-5-9 Max Horz 5=69(LC 6) Max Uplift3=-27(LC 1), 4=-8(LC 6), 5=-67(LC 6) Max Grav 3=10(LC 4), 4=23(LC 2), 5=246(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.12 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 8 9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 1-4: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-9: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=220/0-3-8, 6=142/0-1-8 Max Horz 10=107(LC 5) Max Uplift10=-18(LC 6), 6=-46(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 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) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.10 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=220/0-3-8, 5=142/0-1-8 Max Horz 7=116(LC 5) Max Uplift7=-19(LC 6), 5=-47(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 7 7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 4-8: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=220/0-3-8, 6=142/0-1-8 Max Horz 9=78(LC 5) Max Uplift9=-27(LC 6), 6=-33(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 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) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.14 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=220/0-3-8, 5=142/0-1-8 Max Horz 7=86(LC 5) Max Uplift7=-28(LC 6), 5=-33(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.14 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=220/0-3-8, 5=142/0-1-8 Max Horz 7=85(LC 5) Max Uplift7=-28(LC 6), 5=-33(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 (Matrix) 0.30 0.15 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 0.00 (loc) 4-5 4-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-4: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=220/0-3-8, 4=142/0-1-8 Max Horz 5=149(LC 6) Max Uplift4=-82(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 4 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 at joint(s) 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.21 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.01 (loc) 6 7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-7: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=220/0-3-8, 5=142/0-1-8 Max Horz 8=149(LC 6) Max Uplift5=-82(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 0.15 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 0.00 (loc) 4-5 4-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-4: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=220/0-3-8, 4=142/0-1-8 Max Horz 5=149(LC 6) Max Uplift4=-82(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 4 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 at joint(s) 4. 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 with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.10 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x3 SPF No.2 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=220/0-3-8, 5=142/0-1-8 Max Horz 7=115(LC 5) Max Uplift7=-20(LC 6), 5=-47(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 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) 0.69 0.45 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.12 -0.20 0.03 (loc) 8-10 8-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 108 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* 2-11,5-7: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-13 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1566/0-3-8, 7=1565/0-3-8 Max Horz 11=49(LC 12) Max Uplift11=-442(LC 5), 7=-441(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2222/686, 3-4=-1872/636, 4-5=-2218/683, 2-11=-1344/437, 5-7=-1342/435 BOT CHORD 11-12=-274/855, 12-13=-274/855, 13-14=-274/855, 10-14=-274/855, 9-10=-557/1876, 9-15=-557/1876, 15-16=-557/1876, 8-16=-557/1876, 8-17=-230/856, 17-18=-230/856, 18-19=-230/856, 7-19=-230/856 WEBS 3-10=-227/566, 4-8=-233/598, 2-10=-455/1145, 5-8=-455/1141 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=442, 7=441. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 lb down and 40 lb up at 2-0-12, 122 lb down and 45 lb up at 4-0-12, 122 lb down and 59 lb up at 6-0-12, 122 lb down and 94 lb up at 7-4-12, 122 lb down and 94 lb up at 9-4-12, 122 lb down and 94 lb up at 10-7-8, 122 lb down and 94 lb up at 11-10-4, 122 lb down and 94 lb up at 13-10-4, 122 lb down and 59 lb up at 15-2-4, and 122 lb down and 45 lb up at 17-2-4, and 118 lb down and 40 lb up at 19-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.12 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.01 -0.00 (loc) 6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=144/0-3-8, 5=123/0-1-8 Max Horz 7=55(LC 4) Max Uplift7=-47(LC 5), 5=-28(LC 4) Max Grav 7=144(LC 1), 5=126(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 33 lb down and 110 lb up at 0-9-5 on top chord, and 15 lb down and 146 lb up at 0-9-5, and 1 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): 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: 3=37(B) 6=57(B) 8=1(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. August 6,2018 BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.21 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 8 8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 4-8: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=205/0-3-8, 6=155/0-1-8 Max Horz 10=55(LC 5) Max Uplift10=-71(LC 5), 6=-47(LC 4) Max Grav 10=205(LC 1), 6=158(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 6 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) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 97 lb up at 0-9-10 on top chord, and 15 lb up at 0-9-10, and 37 lb down and 34 lb up at 2-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 8-10=-20, 6-7=-20 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.13 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=188/0-3-8, 5=135/0-1-8 Max Horz 7=69(LC 5) Max Uplift7=-58(LC 5), 5=-26(LC 6) Max Grav 7=188(LC 1), 5=138(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 97 lb up at 0-9-10, and 1 lb down and 19 lb up at 2-0-12 on top chord, and 15 lb up at 0-9-10, and 2 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): 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: 3=32(F) 6=6(F) 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. August 6,2018 Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.13 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=188/0-3-8, 5=135/0-1-8 Max Horz 7=69(LC 5) Max Uplift7=-58(LC 5), 5=-26(LC 6) Max Grav 7=188(LC 1), 5=138(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 97 lb up at 0-9-10, and 1 lb down and 19 lb up at 2-0-12 on top chord, and 15 lb up at 0-9-10, and 2 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): 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: 3=32(B) 6=6(B) 9=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. August 6,2018 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 18-11-0 18-11-0 -0-11-0 0-11-0 9-5-8 9-5-8 18-11-0 9-5-8 19-10-0 0-11-0 1-3-0 9-1-9 1-3-0 10.00 12 Plate Offsets (X,Y)-- [27:0-3-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.11 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 17 17 18 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 303 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-25 REACTIONS. All bearings 18-11-0. (lb) - Max Horz 33=-219(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 26, 28, 29, 30, 31, 23, 22, 21, 20 except 33=-155(LC 4), 18=-129(LC 5), 32=-156(LC 5), 19=-139(LC 4) Max Grav All reactions 250 lb or less at joint(s) 33, 18, 25, 26, 28, 29, 30, 31, 32, 24, 23, 22, 21, 20, 19 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-26/252, 9-10=-26/252 WEBS 9-25=-258/0 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26, 28, 29, 30, 31, 23, 22, 21, 20 except (jt=lb) 33=155, 18=129, 32=156, 19=139. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 15-8-0 2-10-7 -0-11-0 0-11-0 2-10-8 2-10-8 7-10-0 4-11-8 12-9-9 4-11-9 15-8-0 2-10-7 16-7-0 0-11-0 0-11-0 4-10-0 0-11-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.09 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 10-11 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 163 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-14,6-8: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-11-0. (lb) - Max Horz 13=53(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 11 except 13=-172(LC 6), 9=-172(LC 7) Max Grav All reactions 250 lb or less at joint(s) 12, 10 except 13=477(LC 10), 11=378(LC 1), 9=476(LC 11), 9=449(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-132/253, 5-6=-131/252 WEBS 3-13=-391/160, 4-11=-366/127, 5-9=-391/160 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 11 except (jt=lb) 13=172, 9=172. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5-0-0 2-6-0 3-4-0 9-2-8 9-2-8 10-5-8 1-3-0 11-8-8 1-3-0 20-11-0 9-2-8 -0-11-0 0-11-0 9-2-8 9-2-8 10-5-8 1-3-0 11-8-8 1-3-0 20-11-0 9-2-8 21-10-0 0-11-0 1-3-0 9-11-9 1-3-0 10.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.30 0.15 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.01 (loc) 19 19 20 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 359 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-37,18-20: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 38, 39, 40, 41 REACTIONS. All bearings 20-11-0. (lb) - Max Horz 37=238(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 30, 32, 33, 34, 35, 26, 25, 24, 23, 22 except 37=-159(LC 4), 20=-132(LC 5), 36=-226(LC 5), 21=-210(LC 7) Max Grav All reactions 250 lb or less at joint(s) 30, 32, 33, 34, 35, 36, 26, 25, 24, 23, 22, 21, 28, 29, 27 except 37=289(LC 5), 20=262(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 32, 33, 34, 35, 26, 25, 24, 23, 22 except (jt=lb) 37=159, 20=132, 36=226, 21=210. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. August 6,2018