Loading...
HomeMy WebLinkAboutI32011478.110_Woods_at_shelborneRe: 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: I32011478 thru I32011564 My license renewal date for the state of Indiana is July 31, 2018. 110_Woods_at_shelborne 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: 110 woods at shelborne 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. December 27,2017 Job 110_WOODS_AT_SHELBOR~E Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011478 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:43:59 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9HmwRjiO09mvMec3sJ59kn9nW8R9HlZIAD2ksvy4ol_ Scale = 1:39.7 1 2 5 6 7 3 8 9 4 3x4 3x6 5-6-11 5-6-11 -1-8-0 1-8-0 5-6-11 5-6-11 1-8-15 5-7-10 0-5-5 5-2-5 5-7-10 8.40 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 IRC2006/TPI2002 CSI. TC BC Job 110_WOODS_AT_SHELBOR~E Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011479 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:43:59 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9HmwRjiO09mvMec3sJ59kn9nW8R9HlZIAD2ksvy4ol_ Scale = 1:39.7 1 2 5 6 7 3 8 9 4 3x4 3x6 5-6-11 5-6-11 -1-8-0 1-8-0 5-6-11 5-6-11 1-8-15 5-7-10 0-5-5 5-2-5 5-7-10 8.40 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 IRC2006/TPI2002 CSI. TC BC Job 110_WOODS_AT_SHELBOR~E Truss GE01 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011480 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:43:59 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9HmwRjiO09mvMec3sJ59kn9tF8UXHl_IAD2ksvy4ol_ Scale = 1:19.5 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 9 8 7 6 10 11 3x6 2x4 2x4 2x4 2x4 2x4 2x4 -1-0-0 1-0-0 6-0-0 6-0-0 0-8-8 2-5-8 3.50 12 Plate Offsets (X,Y)-- [6:0-1-12,0-0-10], [9:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 Job 110_WOODS_AT_SHELBOR~E Truss GE02 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011481 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:00 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-eUKJf2j0nTum_oBFQ1cOG?i0pYpY0CpRPtoHNLy4okz Scale = 1:15.0 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 6 7 3x6 2x4 2x4 -1-0-0 1-0-0 4-2-8 4-2-8 0-8-8 1-11-4 3.50 12 Plate Offsets (X,Y)-- [4:0-1-12,0-0-9], [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 110_WOODS_AT_SHELBOR~E Truss GE03 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011482 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:00 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-eUKJf2j0nTum_oBFQ1cOG?i?bYp803nRPtoHNLy4okz Scale = 1:76.4 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 13 12 24 23 22 21 20 19 18 17 16 15 14 3x4 3x4 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-11-0 11-11-0 -1-0-0 1-0-0 5-11-8 5-11-8 Job 110_WOODS_AT_SHELBOR~E Truss GE04 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011483 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:01 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6gthsOkeYn0dbymSzk7dpCE1Iy_plYjaeXXrwny4oky Scale = 1:106.5 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 19 18 17 15 14 13 12 11 10 49 50 51 52 53 54 16 55 3x6 4x6 3x6 3x8 3x8 3x6 3x6 3x6 4x8 4x8 3x6 9-11-8 9-11-8 11-11-0 1-11-8 19-11-0 8-0-0 -1-0-0 1-0-0 5-1-8 5-1-8 9-11-8 4-10-0 14-9-8 4-10-0 19-11-0 Job 110_WOODS_AT_SHELBOR~E Truss GE05 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011484 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:02 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-asR34klGJ48TD6LeXRfsLQnKIMVJU1gksBHOSEy4okx Scale = 1:86.7 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 3x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job 110_WOODS_AT_SHELBOR~E Truss GE06 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011485 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:09 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tCMiY7qffE0UZBN_RQHV8uZS2AppdBPmUnTGCKy4okq Scale = 1:104.1 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 127 128 129 130 131 132 133 134 135 136 137 5x6 5x6 3x6 5x6 3x4 3x6 3x4 3x4 3x6 3x6 3x6 3x6 3x12 3x6 3x8 3x6 6x6 3x6 3x6 10x10 Job 110_WOODS_AT_SHELBOR~E Truss GE07 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011486 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:09 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tCMiY7qffE0UZBN_RQHV8uZaWAvEdGPmUnTGCKy4okq Scale: 3/4"=1’ Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 7 6 5 8 9 3x8 2x4 2x4 2x4 2x4 -1-0-0 1-0-0 4-0-0 4-0-0 0-9-0 2-1-0 4.00 12 Plate Offsets (X,Y)-- [5:0-1-13,0-0-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC Job 110_WOODS_AT_SHELBOR~E Truss GE08 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011487 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:10 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-LPw5lTrHQY8LBKyA?7okg66m5aFEMjtviRDpkmy4okp Scale = 1:27.9 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 24 3x8 4x6 2x4 2x4 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 14-2-8 14-2-8 -1-0-0 1-0-0 7-1-4 7-1-4 14-2-8 7-1-4 15-2-8 1-0-0 0-9-0 3-1-7 Job 110_WOODS_AT_SHELBOR~E Truss J01 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011488 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:10 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-LPw5lTrHQY8LBKyA?7okg66jgaCyMjHviRDpkmy4okp Scale = 1:17.6 1 2 5 6 7 3 4 3x6 5-2-11 5-2-11 -1-0-0 1-0-0 5-2-11 5-2-11 0-8-8 2-2-13 1-10-11 2-2-13 3.50 12 Plate Offsets (X,Y)-- [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 110_WOODS_AT_SHELBOR~E Truss J02 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011489 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:11 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-pbUTzpsvBrGCoUXNZqJzDJfw4_bg5AX3x5yNGCy4oko Scale = 1:16.8 1 2 5 3 2x4 4 2x4 1-8-0 1-8-0 -1-0-0 1-0-0 1-8-0 1-8-0 1-1-0 2-2-5 1-9-2 2-2-5 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.04 0.00 Job 110_WOODS_AT_SHELBOR~E Truss J03 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011490 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:11 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-pbUTzpsvBrGCoUXNZqJzDJfw4_bg5AX3x5yNGCy4oko Scale = 1:16.8 1 2 5 3 2x4 4 2x4 1-8-0 1-8-0 -1-0-0 1-0-0 1-8-0 1-8-0 1-1-0 2-2-5 1-9-2 2-2-5 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.04 0.00 Job 110_WOODS_AT_SHELBOR~E Truss J04 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011491 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:11 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-pbUTzpsvBrGCoUXNZqJzDJfuQ_YB5AX3x5yNGCy4oko Scale = 1:17.6 1 2 5 6 7 3 4 3x6 5-2-11 5-2-11 -1-0-0 1-0-0 5-2-11 5-2-11 0-8-8 2-2-13 1-10-11 2-2-13 3.50 12 Plate Offsets (X,Y)-- [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 110_WOODS_AT_SHELBOR~E Truss J05 Truss Type MONO TRUSS Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011492 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:12 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Hn2rA9sXy9O3Qe6Z7YqClXByAOw9qc7CAliwpfy4okn Scale = 1:47.3 1 2 3 5 2x4 4 2x4 3x4 3x4 3-4-10 3-4-10 -1-6-7 1-6-7 3-4-10 3-4-10 4-7-0 7-1-13 9.11 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.09 0.11 DEFL. Job 110_WOODS_AT_SHELBOR~E Truss J06 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011493 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:12 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Hn2rA9sXy9O3Qe6Z7YqClXBykOoDqdnCAliwpfy4okn Scale = 1:45.5 1 2 5 6 3 3x8 4 3x8 2-4-14 2-4-14 -1-0-0 1-0-0 2-4-14 2-4-14 4-5-0 6-9-14 6-3-6 6-9-14 12.00 12 Plate Offsets (X,Y)-- [2:0-4-0,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 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 Job 110_WOODS_AT_SHELBOR~E Truss J07 Truss Type Jack-Open Qty 4 Ply 1 110 woods at shelborne Job Reference (optional) I32011494 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:12 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Hn2rA9sXy9O3Qe6Z7YqClXByzOnZqdnCAliwpfy4okn Scale: 1/4"=1’ 1 2 5 6 3 4x6 4 4x8 2-9-0 2-9-0 -1-0-0 1-0-0 2-9-0 2-9-0 4-5-0 7-2-0 6-7-9 7-2-0 12.00 12 Plate Offsets (X,Y)-- [2:0-4-15,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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.76 Job 110_WOODS_AT_SHELBOR~E Truss J08 Truss Type Jack-Open Qty 3 Ply 1 110 woods at shelborne Job Reference (optional) I32011495 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:13 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l_cDOVtAjTWw2oglgFLRIkk7koCGZ41MOPRTL5y4okm Scale = 1:37.9 1 2 5 6 3 4 3x6 3x6 3-4-0 3-4-0 -1-0-0 1-0-0 3-4-0 3-4-0 1-8-15 5-7-10 5-0-8 5-7-10 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.70 Job 110_WOODS_AT_SHELBOR~E Truss J09 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011496 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:13 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l_cDOVtAjTWw2oglgFLRIkk83oDqZ41MOPRTL5y4okm Scale = 1:35.1 1 2 5 6 3 4 3x6 3x6 2-11-4 2-11-4 -1-0-0 1-0-0 2-11-4 2-11-4 1-8-15 5-2-1 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.26 0.00 Job 110_WOODS_AT_SHELBOR~E Truss J10 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011497 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:13 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l_cDOVtAjTWw2oglgFLRIkkC0oEUZ41MOPRTL5y4okm Scale = 1:24.5 1 2 5 3 4 3x4 3x6 1-5-4 1-5-4 -1-0-0 1-0-0 1-5-4 1-5-4 1-8-15 3-5-1 2-9-15 3-5-1 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.15 Job 110_WOODS_AT_SHELBOR~E Truss J11 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011498 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:14 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DAAbbruoUmfmfyFxEzsgryHPSBbQIXGVd3B1tXy4okl Scale: 1/2"=1’ 1 2 5 3 4 3x4 3x4 2-2-1 2-2-1 -1-0-0 1-0-0 2-2-1 2-2-1 1-5-7 3-4-4 2-10-5 3-4-4 10.50 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.10 Job 110_WOODS_AT_SHELBOR~E Truss J12 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011499 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:14 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DAAbbruoUmfmfyFxEzsgryHJpBZ3IXGVd3B1tXy4okl Scale = 1:35.1 1 2 5 6 3 4 3x6 3x6 2-11-4 2-11-4 -1-0-0 1-0-0 2-11-4 2-11-4 1-8-15 5-2-1 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.26 0.00 Job 110_WOODS_AT_SHELBOR~E Truss J13 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011500 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:14 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DAAbbruoUmfmfyFxEzsgryHNmBajIXGVd3B1tXy4okl Scale = 1:24.5 1 2 5 3 4 3x4 3x6 1-5-4 1-5-4 -1-0-0 1-0-0 1-5-4 1-5-4 1-8-15 3-5-1 2-9-15 3-5-1 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.15 Job 110_WOODS_AT_SHELBOR~E Truss J14 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011501 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:15 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hMk_oBvQF4ndH6q8ogNvN9paBbxf1_WesjwaPzy4okk Scale: 1/2"=1’ 1 2 5 3 4 3x4 3x4 2-2-1 2-2-1 -1-0-0 1-0-0 2-2-1 2-2-1 1-5-7 3-4-4 2-10-5 3-4-4 10.50 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.10 Job 110_WOODS_AT_SHELBOR~E Truss J15 Truss Type Jack-Open Qty 24 Ply 1 110 woods at shelborne Job Reference (optional) I32011502 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:15 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hMk_oBvQF4ndH6q8ogNvN9pRzbtD1_WesjwaPzy4okk Scale = 1:41.5 1 2 5 6 7 3 4 3x6 3x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-7-0 6-3-0 5-7-14 6-3-0 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 110_WOODS_AT_SHELBOR~E Truss J16 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011503 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:15 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hMk_oBvQF4ndH6q8ogNvN9pZWbxi1_WesjwaPzy4okk Scale = 1:22.0 1 2 5 3 3x4 4 3x6 1-10-13 1-10-13 -1-6-7 1-6-7 1-10-13 1-10-13 1-7-0 3-0-5 2-6-13 3-0-5 9.11 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.10 0.00 Job 110_WOODS_AT_SHELBOR~E Truss J17 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011504 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:15 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hMk_oBvQF4ndH6q8ogNvN9paabxq1_WesjwaPzy4okk Scale = 1:22.1 1 2 5 3 4 2x4 3x4 1-7-8 1-7-8 -1-0-0 1-0-0 1-7-8 1-7-8 1-5-0 3-0-8 2-6-1 3-0-8 12.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.09 Job 110_WOODS_AT_SHELBOR~E Truss J18 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011505 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:16 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AZHM0Xw20OvUvFPKMOv8wNMeV?E8mQio5Ng7yQy4okj Scale = 1:41.5 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 9 8 7 6 3x8 3x8 3x4 2x4 2x4 2x4 2x4 2x4 -1-0-0 1-0-0 4-0-0 4-0-0 1-7-0 6-3-0 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC Job 110_WOODS_AT_SHELBOR~E Truss J19 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011506 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:16 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AZHM0Xw20OvUvFPKMOv8wNMk1?HnmRmo5Ng7yQy4okj Scale: 1/2"=1’ 1 2 5 3 4 3x4 3x6 2-3-7 2-3-7 -1-6-7 1-6-7 2-3-7 2-3-7 1-7-0 3-3-14 2-10-5 3-3-14 9.11 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.11 Job 110_WOODS_AT_SHELBOR~E Truss J20 Truss Type Jack-Open Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011507 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:16 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AZHM0Xw20OvUvFPKMOv8wNMkn?HqmRmo5Ng7yQy4okj Scale = 1:24.4 1 2 5 3 4 3x4 3x6 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-5-0 3-5-0 2-10-9 3-5-0 12.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.11 Job 110_WOODS_AT_SHELBOR~E Truss M01 Truss Type Monopitch Qty 8 Ply 1 110 woods at shelborne Job Reference (optional) I32011508 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:17 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-elrkDswgnh1LWP_Wv5QNSavt7PaSVuWxJ1PhUsy4oki Scale = 1:20.4 1 2 3 5 4 6 7 2x4 3x6 2x4 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-8-8 2-5-8 0-3-8 3.50 12 Plate Offsets (X,Y)-- [4:0-2-0,0-0-10], [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Job 110_WOODS_AT_SHELBOR~E Truss M02 Truss Type Monopitch Qty 6 Ply 1 110 woods at shelborne Job Reference (optional) I32011509 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:17 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-elrkDswgnh1LWP_Wv5QNSavvIPcqVuexJ1PhUsy4oki Scale = 1:16.3 1 2 3 5 4 6 2x4 3x6 2x4 5-0-0 5-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 0-8-8 2-2-0 0-3-8 3.50 12 Plate Offsets (X,Y)-- [4:0-1-15,0-0-10], [5:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 110_WOODS_AT_SHELBOR~E Truss M03 Truss Type Monopitch Qty 9 Ply 1 110 woods at shelborne Job Reference (optional) I32011510 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:17 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-elrkDswgnh1LWP_Wv5QNSavxTPezVu0xJ1PhUsy4oki Scale = 1:18.2 1 2 3 5 4 2x4 2x4 3x4 2x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-1-0 2-5-0 2-1-8 0-3-8 2-5-0 8.00 12 Plate Offsets (X,Y)-- [4:0-1-13,0-0-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC Job 110_WOODS_AT_SHELBOR~E Truss M04 Truss Type Monopitch Qty 8 Ply 1 110 woods at shelborne Job Reference (optional) I32011511 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:18 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6xP6RCxIY?9C8ZZjTpxc?oR6DpztELG5Yh9E0Iy4okh Scale: 3/4"=1’ 1 2 3 5 4 6 7 2x4 3x8 2x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 0-9-0 2-1-0 1-9-8 0-3-8 2-1-0 4.00 12 Plate Offsets (X,Y)-- [4:0-2-0,0-0-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC Job 110_WOODS_AT_SHELBOR~E Truss PB01 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011512 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:19 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-a7zUeYywJJH3mj8v1WSrY?_HwCI?zohEnLuoYly4okg Scale = 1:63.1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 1 24 25 26 13 5x6 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 3x4 2x4 2x4 32-6-0 32-6-0 2-7-0 2-7-0 29-11-0 27-4-0 32-6-0 2-7-0 -0-0-4 2-6-12 2-7-0 0-1-0 0-1-8 2-5-8 12.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [7:0-3-0,0-3-0], [10:0-2-8,Edge] Job 110_WOODS_AT_SHELBOR~E Truss PB02 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011513 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:21 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-WW5F3EzBqwXn?1II8xUJdQ3bX0zhRgxXEeNuddy4oke Scale = 1:60.5 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 1 22 23 24 25 12 26 5x6 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 3x4 2x4 2x4 32-6-0 32-6-0 4-11-0 4-11-0 27-7-0 22-8-0 32-6-0 4-11-0 -0-0-4 4-10-12 4-11-0 0-1-0 0-1-8 4-9-8 12.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [7:0-3-0,0-3-0], [9:0-2-8,Edge] Job 110_WOODS_AT_SHELBOR~E Truss PB03 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011514 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:22 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-_ifdGa_pbEfedAtUie0Y9ecoCQJwA4tgTI7S93y4okd Scale = 1:65.8 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 1 25 26 27 28 29 30 14 3x6 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 3x4 2x4 2x4 32-6-0 32-6-0 7-3-0 7-3-0 25-3-0 18-0-0 32-6-0 7-3-0 Job 110_WOODS_AT_SHELBOR~E Truss PB04 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011515 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:24 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-x5mNhG037rvMsU0sq320F3h7uD?Le?CzwccZEyy4okb Scale = 1:83.6 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 1 24 25 26 27 28 29 30 31 14 32 3x6 5x6 3x6 3x6 3x4 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 3x4 32-6-0 32-6-0 9-7-0 9-7-0 13-2-0 3-7-0 16-9-15 3-7-15 26-6-15 9-9-0 Job 110_WOODS_AT_SHELBOR~E Truss PB05 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011516 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:25 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-PHKmvb1hu91DUeb3NnZFnGEIYdLcNRB79GL6mOy4oka Scale: 1/8"=1’ 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 1 24 25 26 27 28 14 29 30 3x6 4x6 6x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 3x4 32-6-0 32-6-0 11-4-8 11-4-8 19-1-15 Job 110_WOODS_AT_SHELBOR~E Truss PB06 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011517 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:27 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-LgSWKH2yQmHwjylRVBbjshJfTR1ErLiPcaqDrHy4okY Scale: 1/8"=1’ 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 1 26 27 28 15 29 30 3x6 4x6 3x6 5x12 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x6 2x4 2x4 2x4 2x4 32-6-0 32-6-0 11-4-8 11-4-8 Job 110_WOODS_AT_SHELBOR~E Truss PB07 Truss Type GABLE Qty 4 Ply 1 110 woods at shelborne Job Reference (optional) I32011518 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:28 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ps0uXd3aB4PnL5Ke3v6yPvspirNNaoyZrEamNjy4okX Scale = 1:93.8 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 1 18 19 11 20 21 3x6 4x6 3x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-9-0 22-9-0 11-4-8 11-4-8 22-9-0 11-4-8 -0-0-4 11-4-4 11-4-8 0-1-0 0-1-8 12.00 12 LOADING (psf) Job 110_WOODS_AT_SHELBOR~E Truss PB08 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011519 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:29 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-H3aGkz4CyNXeyFvqcceBy6OytEiCJHEi4uJJvAy4okW Scale = 1:76.5 2 3 4 5 6 7 8 14 13 12 11 10 1 15 16 17 18 9 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-9-0 22-9-0 9-6-7 9-6-7 13-2-9 3-8-3 22-9-0 9-6-7 -0-0-4 9-6-3 9-6-7 0-1-0 0-1-8 9-4-15 12.00 12 Plate Offsets (X,Y)-- [5:0-2-8,Edge], [6:0-4-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 110_WOODS_AT_SHELBOR~E Truss PB09 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011520 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:30 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-lF8fyJ4qjhgVaPU0AK9QUKx9ze3p2iTsJY3tRcy4okV Scale = 1:57.8 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 17 18 19 10 20 21 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-9-0 22-9-0 7-2-7 7-2-7 15-6-9 8-4-3 22-9-0 7-2-7 -0-0-4 7-2-3 7-2-7 0-1-0 0-1-8 7-0-15 12.00 12 Plate Offsets (X,Y)-- [4:0-2-8,Edge], [7:0-4-4,0-1-12] LOADING (psf) TCLL TCDL Job 110_WOODS_AT_SHELBOR~E Truss PB10 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011521 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:31 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ERh19f5SU?oMCZ3Dk1gf1XUJ52O0nBT?XCoQ_2y4okU Scale = 1:45.7 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 17 18 19 20 10 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-9-0 22-9-0 4-10-7 4-10-7 17-10-9 13-0-3 22-9-0 4-10-7 -0-0-4 4-10-3 4-10-7 0-1-0 0-1-8 4-8-15 12.00 12 Plate Offsets (X,Y)-- [4:0-2-8,Edge], [8:0-4-4,0-1-12], [14:0-2-12,0-1-8] LOADING (psf) TCLL TCDL Job 110_WOODS_AT_SHELBOR~E Truss PB11 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011522 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:32 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ieFPN?64FIwDpjdPIlBuZl0UnSjEWf39msY_WUy4okT Scale = 1:42.0 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 17 18 19 20 21 10 3x6 3x4 5x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-9-0 22-9-0 4-5-3 4-5-3 18-3-13 13-10-11 22-9-0 4-5-3 -0-0-4 4-4-15 4-5-3 0-1-0 0-1-8 4-3-11 12.00 12 Plate Offsets (X,Y)-- [4:0-2-8,Edge], [8:0-4-4,0-1-12], [15:0-3-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL Job 110_WOODS_AT_SHELBOR~E Truss PB12 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011523 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:33 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AqpnaL7j0c24RtCbrSi76yZgSs31F7EI?WHX2xy4okS Scale = 1:42.0 2 3 4 5 6 7 8 9 15 14 13 12 11 1 16 17 18 19 10 3x6 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 22-9-0 22-9-0 2-1-3 2-1-3 20-7-13 18-6-11 22-9-0 2-1-3 -0-0-4 2-0-15 2-1-3 0-1-0 0-1-8 1-11-11 12.00 12 Plate Offsets (X,Y)-- [3:0-2-8,Edge], [7:0-3-0,0-3-0], [8:0-2-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * Job 110_WOODS_AT_SHELBOR~E Truss T01 Truss Type Common Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011524 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:33 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-AqpnaL7j0c24RtCbrSi76yZegs3lF?UI?WHX2xy4okS Scale = 1:109.5 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 3x6 4x6 3x6 2x4 3x6 4x8 3x6 3x4 3x6 3x4 4x6 2x4 4x6 5-1-8 5-1-8 9-11-8 4-10-0 14-9-8 4-10-0 19-11-0 5-1-8 -1-0-0 1-0-0 5-1-8 5-1-8 9-11-8 4-10-0 14-9-8 4-10-0 19-11-0 5-1-8 Job 110_WOODS_AT_SHELBOR~E Truss T02 Truss Type Common Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011525 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:34 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-e0N9og7LmwAx31nnPADMeA6pQFPz_SbRDA14aNy4okR Scale = 1:109.5 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 3x6 4x6 4x6 2x4 3x6 4x8 3x6 3x4 3x6 3x4 4x6 2x4 5-1-8 5-1-8 9-11-8 4-10-0 14-9-8 4-10-0 19-11-0 5-1-8 -1-0-0 1-0-0 5-1-8 5-1-8 9-11-8 4-10-0 14-9-8 4-10-0 19-11-0 5-1-8 1-7-0 13-0-0 1-7-0 Job 110_WOODS_AT_SHELBOR~E Truss T03 Truss Type Roof Special Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011526 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:34 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-e0N9og7LmwAx31nnPADMeA6h8FKb_S3RDA14aNy4okR Scale = 1:109.5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 28 26 27 3x6 4x6 4x8 4x6 2x4 3x6 3x6 3x6 6x8 3x4 3x4 4x6 2x4 5x6 4x8 5-1-8 5-1-8 13-5-0 8-3-8 19-11-7 6-6-7 26-5-14 6-6-7 30-5-0 3-11-2 -1-0-0 1-0-0 5-1-8 Job 110_WOODS_AT_SHELBOR~E Truss T04 Truss Type Half Hip Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011527 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:35 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6CxX?08zXDIogAM_ztkbBNetOfa5jstbSqme7py4okQ Scale = 1:85.8 12 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 29 5x6 3x6 5x8 3x4 3x8 3x8 3x4 4x8 2x4 3x6 4x6 4x6 2x4 6x8 6x6 3x6 3x8 MT18HS 7-2-0 7-2-0 14-9-10 7-7-10 26-3-0 11-5-6 37-8-6 11-5-6 45-7-8 7-11-2 -1-0-0 1-0-0 7-2-0 7-2-0 14-9-10 7-7-10 22-5-3 7-7-10 30-0-13 7-7-10 Job 110_WOODS_AT_SHELBOR~E Truss T05 Truss Type Half Hip Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011528 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:35 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6CxX?08zXDIogAM_ztkbBNewdfd2jpebSqme7py4okQ Scale = 1:97.1 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 29 30 4x6 5x8 3x6 3x4 3x4 3x6 4x6 3x6 3x8 3x6 4x8 2x4 2x4 3x8 2x4 4x10 2x4 3x6 4x10 3x6 4-10-4 4-10-4 9-6-0 4-7-12 16-9-7 7-3-7 23-11-10 7-2-3 31-1-14 7-2-3 38-4-1 7-2-3 45-7-8 7-3-7 4-10-4 4-10-4 9-6-0 4-7-12 Job 110_WOODS_AT_SHELBOR~E Truss T06 Truss Type Hip Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011529 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:36 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-aPVwCM9bIXQfIKxAXaGqkbB3t3zJSGdkhUWBfGy4okP Scale = 1:110.2 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 32 3x6 5x8 3x6 5x8 5x8 3x4 3x6 3x6 4x6 3x6 4x8 2x4 2x4 3x8 2x4 6x10 5x8 6x8 3x4 3x8 3x6 6-0-12 6-0-12 11-10-0 5-9-4 19-10-14 8-0-14 27-10-0 7-11-2 35-9-2 7-11-2 43-10-0 8-0-14 45-7-8 Job 110_WOODS_AT_SHELBOR~E Truss T07 Truss Type Piggyback Base Qty 6 Ply 1 110 woods at shelborne Job Reference (optional) I32011530 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:36 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-aPVwCM9bIXQfIKxAXaGqkbB2K3y2SHmkhUWBfGy4okP Scale = 1:108.9 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 3x6 5x8 3x6 5x8 5x8 3x4 3x6 3x6 4x6 3x6 4x8 2x4 2x4 3x8 2x4 6x10 5x8 6x6 3x4 3x8 3x6 5-11-4 5-11-4 11-7-0 5-7-12 19-9-6 8-2-6 27-10-0 8-0-10 35-10-10 8-0-10 44-1-0 8-2-6 45-7-8 1-6-8 5-11-4 Job 110_WOODS_AT_SHELBOR~E Truss T08 Truss Type Piggyback Base Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011531 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:37 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-2b3IQiAD3qYWwUWM4In3GokCwTJaBjWuw8FlBiy4okO Scale = 1:107.1 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 25 26 27 28 29 30 31 32 33 34 35 3x6 5x8 3x6 5x6 5x6 3x4 3x6 3x6 4x6 3x6 4x8 2x4 2x4 3x8 3x8 5x6 5x6 6x6 6x6 6x6 3x8 3x4 5-11-4 5-11-4 11-7-0 5-7-12 19-2-9 7-7-9 26-8-7 7-5-13 34-4-0 7-7-9 Job 110_WOODS_AT_SHELBOR~E Truss T09 Truss Type Piggyback Base Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011532 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:38 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Wndgd2Brq8gNXe5Ze?IIp0GNQtfhwAK18o?Ij8y4okN Scale = 1:104.2 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 32 33 3x6 5x8 3x6 5x6 6x6 3x4 3x6 3x4 3x6 4x6 3x6 4x8 2x4 2x4 3x8 4x8 5x8 5x8 6x6 3x8 MT18HS 5-11-4 5-11-4 11-7-0 5-7-12 19-2-9 7-7-9 26-8-7 7-5-13 34-4-0 7-7-9 37-8-15 3-4-15 45-7-8 Job 110_WOODS_AT_SHELBOR~E Truss T10 Truss Type Piggyback Base Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011533 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:38 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Wndgd2Brq8gNXe5Ze?IIp0GNhtfwwAa18o?Ij8y4okN Scale = 1:97.1 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 32 33 34 3x6 5x8 3x6 5x6 5x6 3x4 3x4 3x6 3x6 4x6 3x6 4x8 2x4 2x4 3x8 3x8 5x6 5x6 6x6 3x6 5-11-4 5-11-4 11-7-0 5-7-12 19-2-9 7-7-9 26-8-7 7-5-13 34-4-0 7-7-9 40-0-15 5-8-15 45-7-8 Job 110_WOODS_AT_SHELBOR~E Truss T11 Truss Type Piggyback Base Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011534 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:39 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-?_A2rOBTbSoD9oglCjpXLDpYXG_KfdfANSkrGay4okM Scale = 1:97.1 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 3x6 5x8 3x6 5x6 5x6 3x4 3x4 3x6 3x6 4x6 3x6 4x8 2x4 2x4 3x8 3x8 6x6 6x6 6x6 3x6 5-11-4 5-11-4 11-7-0 5-7-12 19-2-9 7-7-9 26-8-7 7-5-13 34-4-0 7-7-9 42-4-15 8-0-15 45-7-8 3-2-9 Job 110_WOODS_AT_SHELBOR~E Truss T12 Truss Type Piggyback Base Qty 3 Ply 1 110 woods at shelborne Job Reference (optional) I32011535 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:40 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-TAkQ2kC6Mlw4nyFxmQKmuRMnWgIyO5xKc6UPo1y4okL Scale = 1:104.9 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 14 21 22 23 24 25 26 27 28 29 30 31 32 33 34 3x6 5x6 3x6 5x6 3x6 3x8 MT18HS 3x8 4x6 3x6 3x6 3x6 3x8 4x6 3x6 4x8 4x8 3x6 3x8 MT18HS 11-7-0 11-7-0 22-11-8 11-4-8 34-4-0 11-4-8 45-11-0 11-7-0 -1-0-0 Job 110_WOODS_AT_SHELBOR~E Truss T13 Truss Type Piggyback Base Qty 2 Ply 1 110 woods at shelborne Job Reference (optional) I32011536 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:40 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-TAkQ2kC6Mlw4nyFxmQKmuRMiCgKaO8tKc6UPo1y4okL Scale = 1:110.5 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 27 28 29 30 31 5x6 5x8 3x6 5x8 3x6 3x4 3x6 3x4 3x6 3x6 3x8 3x6 5x12 3x6 4x8 3x6 4x6 6x6 4x8 3x6 8-3-8 8-3-8 11-7-0 3-3-8 16-7-0 5-0-0 25-5-8 8-10-8 Job 110_WOODS_AT_SHELBOR~E Truss T14 Truss Type Hip Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011537 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:41 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-xMIpG4Dk732xP5p8J8r?Reus44cW7b4TqmDyKTy4okK Scale = 1:103.4 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 27 28 29 30 31 5x6 5x8 3x6 5x8 3x6 3x4 3x6 3x4 3x6 3x6 3x8 3x6 5x12 3x6 4x8 3x6 4x6 6x6 4x8 3x6 8-3-8 8-3-8 11-4-3 3-0-11 16-7-0 5-2-13 25-6-15 8-11-15 Job 110_WOODS_AT_SHELBOR~E Truss T15 Truss Type Common Qty 2 Ply 1 110 woods at shelborne Job Reference (optional) I32011538 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:41 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-xMIpG4Dk732xP5p8J8r?Reuwt4kN7jITqmDyKTy4okK Scale = 1:67.4 1 2 3 4 5 9 8 7 6 10 11 12 13 4x6 3x4 3x6 3x8 6x6 3x4 6x6 8-3-8 8-3-8 16-7-0 8-3-8 -1-0-0 1-0-0 8-3-8 8-3-8 16-7-0 8-3-8 17-7-0 1-0-0 1-5-7 8-8-8 1-5-7 10.50 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 110_WOODS_AT_SHELBOR~E Truss T16 Truss Type Hip Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011539 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:42 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-PZsBTQEMuNAo0FOKtrMEzsR7EU5ks9ud3QzWsvy4okJ Scale = 1:58.0 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 4x6 4x6 3x4 3x6 3x4 3x8 6x6 3x4 6x6 7-5-5 7-5-5 9-1-11 1-8-5 16-7-0 7-5-5 -1-0-0 1-0-0 7-5-5 7-5-5 9-1-11 1-8-5 16-7-0 7-5-5 17-7-0 1-0-0 1-5-7 7-11-10 1-5-7 7-11-10 10.50 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-12], [4:0-4-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL Job 110_WOODS_AT_SHELBOR~E Truss T17 Truss Type Half Hip Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011540 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:42 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-PZsBTQEMuNAo0FOKtrMEzsR5HU6QsBCd3QzWsvy4okJ Scale = 1:34.1 1 2 3 6 7 4 5 3x4 3x6 3x6 2-11-9 2-11-9 4-0-0 1-0-7 -1-0-0 1-0-0 2-11-9 2-11-9 4-0-0 1-0-7 1-7-0 5-0-8 4-9-0 5-0-8 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES Job 110_WOODS_AT_SHELBOR~E Truss T18 Truss Type Hip Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011541 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:43 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tlQZhlE_fgIfePzWRZuTW3_FwuTQbd4mI4i3PMy4okI Scale = 1:60.3 1 2 3 4 7 6 5 8 9 10 6x8 4x6 3x4 3x8 3x4 6x8 6-2-15 6-2-15 6-3-8 0-0-9 6-4-1 0-0-9 12-7-0 6-2-15 6-2-15 6-2-15 6-3-8 0-0-9 6-4-1 0-0-9 12-7-0 6-2-15 13-7-0 1-0-0 1-5-0 7-7-15 1-5-0 12.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-7], [3:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job 110_WOODS_AT_SHELBOR~E Truss T19 Truss Type Common Qty 2 Ply 1 110 woods at shelborne Job Reference (optional) I32011542 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:43 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tlQZhlE_fgIfePzWRZuTW3_FwuTQbd4mI4i3PMy4okI Scale = 1:60.4 1 2 3 4 7 6 5 8 9 10 6x8 4x6 3x4 3x8 3x4 6x8 6-3-8 6-3-8 12-7-0 6-3-8 6-3-8 6-3-8 12-7-0 6-3-8 13-7-0 1-0-0 1-5-0 7-8-8 1-5-0 12.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-7], [3:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job 110_WOODS_AT_SHELBOR~E Truss T20 Truss Type Half Hip Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011543 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:43 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-tlQZhlE_fgIfePzWRZuTW3_GIuSLbeSmI4i3PMy4okI Scale = 1:36.4 1 2 3 6 7 4 5 3x4 3x6 3x6 3-3-7 3-3-7 3-11-4 0-7-13 4-0-0 0-0-12 -1-0-0 1-0-0 4-0-0 4-0-0 1-7-0 5-5-0 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. Job 110_WOODS_AT_SHELBOR~E Truss T21 Truss Type Common Qty 2 Ply 1 110 woods at shelborne Job Reference (optional) I32011544 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:44 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Lx_xu5FcQ_QWGZYi?GPi2HWTDHoUK3iwXjScxoy4okH Scale = 1:27.3 1 2 3 4 7 6 5 8 9 10 11 4x6 8x8 8x8 3x8 7-1-4 7-1-4 14-2-8 7-1-4 -1-0-0 1-0-0 7-1-4 7-1-4 14-2-8 7-1-4 0-9-0 3-1-7 0-9-0 4.00 12 Plate Offsets (X,Y)-- [5:Edge,0-5-8], [7:Edge,0-5-8] 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 110_WOODS_AT_SHELBOR~E Truss T22 Truss Type Common Qty 2 Ply 1 110 woods at shelborne Job Reference (optional) I32011545 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:44 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Lx_xu5FcQ_QWGZYi?GPi2HWTAHoSK4wwXjScxoy4okH Scale = 1:27.9 1 2 3 4 5 8 7 6 9 10 11 12 4x6 8x8 8x8 3x8 7-1-4 7-1-4 14-2-8 7-1-4 -1-0-0 1-0-0 7-1-4 7-1-4 14-2-8 7-1-4 15-2-8 1-0-0 0-9-0 3-1-7 0-9-0 4.00 12 Plate Offsets (X,Y)-- [6:Edge,0-5-8], [8:Edge,0-5-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 110_WOODS_AT_SHELBOR~E Truss TG01 Truss Type Roof Special Girder Qty 2 Ply 1 110 woods at shelborne Job Reference (optional) I32011546 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:45 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-p8YJ5RGEBIZNtj7vYzwxbU3e0h8o3Yy3lNBATEy4okG Scale = 1:17.4 1 2 3 5 4 6 7 2x4 2x4 2x4 2x4 4-8-8 4-7-10 -2-5-15 2-5-15 4-8-7 4-8-7 1-1-0 2-4-1 3.21 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.48 Job 110_WOODS_AT_SHELBOR~E Truss TG02 Truss Type Roof Special Girder Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011547 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:45 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-p8YJ5RGEBIZNtj7vYzwxbU3Xah8L3Ty3lNBATEy4okG Scale = 1:45.7 1 2 3 4 7 6 5 8 9 10 11 12 13 14 15 16 17 3x4 4x8 4x6 4x8 2x4 5x6 7-9-0 7-9-0 12-7-0 4-10-0 7-9-0 7-9-0 12-7-0 4-10-0 13-7-0 1-0-0 6-3-0 1-5-0 6-3-0 12.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-1-12], [3:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job 110_WOODS_AT_SHELBORNE Truss TG03 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 3 110 woods at shelborne Job Reference (optional) I32011548 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 14:08:51 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-5ANL2MoZS4EhGt60RT_RlrMbSJCgp2pSXiigeny4ksg Scale = 1:86.1 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 31 32 3x6 4x8 4x10 5x6 3x6 3x6 4x8 4x8 8x8 8x8 3x6 2x4 10x10 3x6 6x10 4x6 10x10 3x4 5-1-8 5-1-8 9-11-8 4-10-0 11-8-0 1-8-8 16-2-14 4-6-14 20-9-12 4-6-14 24-8-14 3-11-2 30-5-0 5-8-2 -1-0-0 Job 110_WOODS_AT_SHELBORNE Truss TG03 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 3 110 woods at shelborne Job Reference (optional) I32011548 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 14:08:52 2017 Page 2 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-aNxjFipBDNMYu1hC?AWgH2umCjYvYV3cmMRDADy4ksf NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2748 lb down and 1159 lb up at 4-1-8, 2232 lb down and 29 lb up at 6-0-12 , 2336 lb down and 41 lb up at 8-0-12, 2360 lb down at 10-0-12, 2341 lb down and 14 lb up at 12-0-12, 2334 lb down and 14 lb up at 14-0-12, 2364 lb down and 14 lb up at 16-0-12, 2342 lb down and 14 lb up at 18-0-12, 2329 lb down and 14 lb up at 20-0-12, 2324 lb down and 14 lb up at 22-0-12, 2358 lb down and 30 lb up at 24-0-12, 2290 lb down at 26-0-12, and 2302 lb down at 28-0-12, and 2128 lb down at 30-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-5=-60, 5-6=-60, 6-9=-60, 9-10=-60, 18-19=-20, 18-23=-60, 16-23=-20, 15-16=-60, 15-26=-20, 26-29=-60, 11-29=-20 Concentrated Loads (lb) Vert: 17=-2360(B) 16=-2341(B) 14=-2364(B) 11=-2128(B) 21=-2748(B) 22=-2232(B) 24=-2336(B) 25=-2334(B) 26=-2342(B) 27=-2329(B) 28=-2324(B) 30=-2358(B) 31=-2290(B) 32=-2302(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 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 110_WOODS_AT_SHELBOR~E Truss TG04 Truss Type Roof Special Girder Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011549 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:47 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-mWf4W7IVjvp570HHgOyPgv8unVmrXKmMDhgGY7y4okE Scale = 1:109.5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 26 27 28 29 30 3x6 4x6 5x6 4x6 4x8 4x6 4x6 3x6 2x4 3x8 3x6 4x8 3x12 4x6 5x8 9-11-8 9-11-8 15-1-9 5-2-1 21-8-0 6-6-7 28-2-7 6-6-7 30-5-0 2-2-9 -1-0-0 1-0-0 5-1-8 5-1-8 9-11-8 4-10-0 15-1-9 5-2-1 21-8-0 Job 110_WOODS_AT_SHELBOR~E Truss TG04 Truss Type Roof Special Girder Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011549 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:47 2017 Page 2 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-mWf4W7IVjvp570HHgOyPgv8unVmrXKmMDhgGY7y4okE LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-5=-60, 5-6=-60, 6-8=-60, 8-9=-60, 9-10=-60, 17-23=-20, 23-24=-60, 24-25=-20, 14-25=-60, 14-26=-20, 26-29=-60, 11-29=-20 Concentrated Loads (lb) Vert: 12=-78 19=-1(F) 20=-1(F) 21=-1(F) 22=-1(F) 27=-5(F) 28=-5(F) 29=-5(F) 30=-5(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 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 110_WOODS_AT_SHELBOR~E Truss TG05 Truss Type COMMON GIRDER Qty 1 Ply 2 110 woods at shelborne Job Reference (optional) I32011550 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:47 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-mWf4W7IVjvp570HHgOyPgv8zXVoYXHFMDhgGY7y4okE Scale = 1:81.3 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 4x8 4x8 4x8 3x6 10x10 3x6 4x10 8x8 4x10 8x8 3-10-8 3-10-8 7-5-8 3-7-0 11-0-8 3-7-0 14-11-0 3-10-8 3-10-8 3-10-8 7-5-8 3-7-0 11-0-8 3-7-0 14-11-0 3-10-8 1-7-0 10-3-7 1-7-0 14.00 12 Plate Offsets (X,Y)-- [1:0-3-8,0-1-8], [3:Edge,0-2-0], [5:0-3-8,0-1-8], [7:0-3-8,0-5-4], [8:0-5-0,0-5-12], [9:0-3-8,0-5-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * Job 110_WOODS_AT_SHELBOR~E Truss TG06 Truss Type HALF HIP GIRDER Qty 1 Ply 2 110 woods at shelborne Job Reference (optional) I32011551 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:50 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-A5LC99KN?qBg_U?sLXW6IYmUEio3kbOovfvx9Sy4okB Scale = 1:83.6 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3637 38 39 40 41 42 43 44 45 46 4748 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 5x6 3x6 3x4 3x4 4x6 4x6 4x10 3x6 4x6 3x6 4x6 3x6 4x6 4x6 4x6 3x6 4x6 4x6 4-10-0 4-10-0 14-11-8 10-1-8 25-1-0 10-1-8 35-2-8 10-1-8 45-7-8 10-5-0 -1-0-0 1-0-0 4-10-0 4-10-0 12-11-3 8-1-3 21-0-6 8-1-3 29-1-10 8-1-3 Job 110_WOODS_AT_SHELBOR~E Truss TG06 Truss Type HALF HIP GIRDER Qty 1 Ply 2 110 woods at shelborne Job Reference (optional) I32011551 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:50 2017 Page 2 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-A5LC99KN?qBg_U?sLXW6IYmUEio3kbOovfvx9Sy4okB NOTES- 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 lb down and 70 lb up at 1-8-4, 65 lb down and 80 lb up at 3-8-4, 96 lb down and 103 lb up at 5-8-4, 97 lb down and 102 lb up at 7-8-4, 97 lb down and 102 lb up at 9-8-4, 90 lb down and 102 lb up at 11-8-4, 90 lb down and 102 lb up at 13-8-4, 90 lb down and 102 lb up at 15-8-4, 90 lb down and 102 lb up at 17-8-4, 90 lb down and 102 lb up at 19-8-4, 90 lb down and 102 lb up at 21-8-4, 90 lb down and 102 lb up at 23-8-4, 90 lb down and 102 lb up at 25-8-4, 90 lb down and 102 lb up at 27-8-4, 90 lb down and 102 lb up at 29-8-4, 90 lb down and 102 lb up at 31-8-4, 96 lb down and 102 lb up at 33-8-4, 97 lb down and 102 lb up at 35-8-4, 97 lb down and 102 lb up at 37-8-4, 97 lb down and 102 lb up at 39-8-4, and 97 lb down and 102 lb up at 41-8-4, and 97 lb down and 102 lb up at 43-8-4 on top chord, and 31 lb down and 23 lb up at 1-8-4, 34 lb down and 16 lb up at 3-8-4, 34 lb down and 27 lb up at 5-8-4, 34 lb down and 27 lb up at 7-8-4, 34 lb down and 27 lb up at 9-8-4, 34 lb down and 27 lb up at 11-8-4, 34 lb down and 27 lb up at 13-8-4, 34 lb down and 27 lb up at 15-8-4, 34 lb down and 27 lb up at 17-8-4, 34 lb down and 27 lb up at 19-8-4, 34 lb down and 27 lb up at 21-8-4, 34 lb down and 27 lb up at 23-8-4, 34 lb down and 27 lb up at 25-8-4, 34 lb down and 27 lb up at 27-8-4, 34 lb down and 27 lb up at 29-8-4, 34 lb down and 27 lb up at 31-8-4, 34 lb down and 27 lb up at 33-8-4, 34 lb down and 27 lb up at 35-8-4, 34 lb down and 27 lb up at 37-8-4, 34 lb down and 27 lb up at 39-8-4, and 34 lb down and 27 lb up at 41-8-4, and 34 lb down and 27 lb up at 43-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-10=-60, 19-48=-20, 48-50=-60, 50-52=-20, 52-55=-60, 55-58=-20, 58-59=-60, 59-63=-20, 63-65=-60, 11-65=-20 Concentrated Loads (lb) Vert: 13=-22(F) 15=-22(F) 20=-42(F) 21=-39(F) 22=-39(F) 23=-39(F) 24=-39(F) 25=-39(F) 26=-39(F) 27=-39(F) 28=-39(F) 29=-39(F) 30=-39(F) 31=-39(F) 32=-39(F) 33=-39(F) 34=-39(F) 35=-39(F) 37=-39(F) 38=-39(F) 39=-39(F) 40=-39(F) 41=-39(F) 42=-39(F) 43=-17(F) 44=-22(F) 45=-22(F) 46=-22(F) 47=-22(F) 49=-22(F) 50=-22(F) 51=-22(F) 53=-22(F) 54=-22(F) 56=-22(F) 57=-22(F) 58=-22(F) 60=-22(F) 61=-22(F) 62=-22(F) 64=-22(F) 65=-22(F) 66=-22(F) 67=-22(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 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 110_WOODS_AT_SHELBOR~E Truss TG07 Truss Type Hip Girder Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011552 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:50 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-A5LC99KN?qBg_U?sLXW6IYmU0it7klkovfvx9Sy4okB Scale = 1:41.4 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 19 4x8 4x6 2x4 4x6 4x6 4x8 4x6 2x4 4x6 4-9-5 4-9-5 11-9-11 7-0-5 16-7-0 4-9-5 -1-0-0 1-0-0 4-9-5 4-9-5 11-9-11 7-0-5 16-7-0 4-9-5 17-7-0 1-0-0 1-5-7 5-7-10 1-5-7 5-7-10 10.50 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [3:0-6-0,0-1-12], [4:0-4-0,0-1-12], [5:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL Job 110_WOODS_AT_SHELBOR~E Truss TG08 Truss Type Half Hip Girder Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011553 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:51 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-eHvbMUL?m8JWbea3vE1LrlJkS6A2TGRx8JeUhuy4okA Scale = 1:21.8 1 2 3 6 7 4 8 9 5 3x4 2x4 3x4 1-3-0 1-3-0 4-0-0 2-9-0 -1-0-0 1-0-0 1-3-0 1-3-0 4-0-0 2-9-0 1-7-0 3-0-8 2-9-0 3-0-8 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job 110_WOODS_AT_SHELBOR~E Truss TG09 Truss Type Half Hip Girder Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011554 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:51 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-eHvbMUL?m8JWbea3vE1LrlJkR6A1TGRx8JeUhuy4okA Scale: 1/2"=1’ 1 2 3 6 7 4 8 9 5 3x4 2x4 3x4 1-6-14 1-6-14 3-11-4 2-4-6 4-0-0 0-0-12 -1-0-0 1-0-0 1-6-14 1-6-14 4-0-0 2-5-2 1-7-0 3-5-0 14.00 12 Plate Offsets (X,Y)-- [3:0-1-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job 110_WOODS_AT_SHELBOR~E Truss V01 Truss Type Valley Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011555 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:52 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6UTzZqLdXRRNDo9FTyYaNzrwyWYGCj95MzO1DKy4ok9 Scale = 1:25.6 1 2 3 6 5 4 2x4 2x4 2x4 2x4 2x4 2x4 2-9-0 2-9-0 0-10-9 3-7-9 12.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.17 0.03 DEFL. Vert(LL) Vert(TL) Job 110_WOODS_AT_SHELBOR~E Truss V02 Truss Type Valley Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011556 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:52 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6UTzZqLdXRRNDo9FTyYaNzryJWafCjg5MzO1DKy4ok9 Scale = 1:11.3 1 2 3 2x4 2x4 2x4 1-3-9 1-3-9 0-0-4 1-3-9 12.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.03 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 110_WOODS_AT_SHELBOR~E Truss V03 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011557 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:52 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-6UTzZqLdXRRNDo9FTyYaNzrtBWZ6Chg5MzO1DKy4ok9 Scale = 1:54.8 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 11-8-4 11-8-4 5-10-2 5-10-2 11-8-4 5-10-2 0-0-4 6-9-13 0-0-4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job 110_WOODS_AT_SHELBOR~E Truss V04 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011558 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:53 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ag1LnAMFIlZErxkR0f3pwAO0ZwsHx9nEbd7blmy4ok8 Scale = 1:41.5 1 2 3 4 5 6 7 8 2x4 3x4 2x4 2x4 8-3-1 8-3-1 4-1-9 4-1-9 8-3-1 4-1-9 0-0-4 4-9-13 0-0-4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC Job 110_WOODS_AT_SHELBOR~E Truss V05 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011559 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:53 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ag1LnAMFIlZErxkR0f3pwAO51wvdxAfEbd7blmy4ok8 Scale = 1:20.3 1 2 3 4 2x4 3x4 2x4 2x4 4-9-15 4-9-15 2-5-0 2-5-0 4-9-15 2-5-0 0-0-4 2-9-13 0-0-4 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.10 Job 110_WOODS_AT_SHELBOR~E Truss V06 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011560 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:53 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ag1LnAMFIlZErxkR0f3pwAO1rwtRx8DEbd7blmy4ok8 Scale = 1:57.3 1 2 3 4 7 6 5 8 9 10 3x4 2x4 2x4 2x4 2x4 2x4 3x4 7-2-8 7-2-8 5-6-4 5-6-4 7-2-8 1-8-4 0-3-15 6-9-4 4-9-10 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC Job 110_WOODS_AT_SHELBOR~E Truss V07 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011561 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:54 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-2saj_WNu33h5S5JdaMa2SOxBXJDpgcsOqHt8IDy4ok7 Scale = 1:41.3 1 2 3 5 4 6 7 2x4 3x4 2x4 2x4 2x4 5-9-5 5-9-5 4-1-1 4-1-1 5-9-5 1-8-4 0-0-4 4-9-4 2-9-10 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 110_WOODS_AT_SHELBOR~E Truss V08 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011562 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:54 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-2saj_WNu33h5S5JdaMa2SOxGoJFEgdnOqHt8IDy4ok7 Scale = 1:20.1 1 2 3 5 4 2x4 3x4 2x4 2x4 2x4 4-0-12 4-0-12 2-4-8 2-4-8 4-0-12 1-8-4 0-0-4 2-9-4 0-9-10 14.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.08 Job 110_WOODS_AT_SHELBOR~E Truss V09 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011563 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:54 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-2saj_WNu33h5S5JdaMa2SOx93JBmgdAOqHt8IDy4ok7 Scale = 1:14.2 1 2 3 4 2x4 2x4 2x4 5-0-2 5-0-2 0-0-4 1-8-1 4.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.59 0.36 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in Job 110_WOODS_AT_SHELBOR~E Truss V10 Truss Type GABLE Qty 1 Ply 1 110 woods at shelborne Job Reference (optional) I32011564 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 27 09:44:55 2017 Page 1 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-X385CsOWqMpy4Fuq845H?bTRTjb5P4QX2xciqfy4ok6 Scale = 1:9.3 1 2 3 2x4 2x4 2x4 3-0-2 3-0-2 0-0-4 1-0-1 4.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a edge of truss. / 16 " from outside 1 0 - PRODUCT CODE APPROVALS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Failure to Follow Could Cause Property Damage or Personal Injury General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) ' 2012 MiTekfi All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 WEBS edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths WEBS Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=89/3-0-2, 3=89/3-0-2 Max Horz 1=21(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 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 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=169/5-0-2, 3=169/5-0-2 Max Horz 1=40(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-8-5 to 3-8-5, Interior(1) 3-8-5 to 4-10-14 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 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 4-0-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=82/4-0-12, 4=57/4-0-12, 5=160/4-0-12 Max Horz 1=55(LC 8) Max Uplift1=-25(LC 9), 4=-35(LC 9), 5=-13(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) 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, 4, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.50 0.23 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: 17 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 5-9-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=147/5-9-5, 4=45/5-9-5, 5=243/5-9-5 Max Horz 1=111(LC 8) Max Uplift1=-20(LC 9), 4=-63(LC 9), 5=-47(LC 8) Max Grav 1=147(LC 1), 4=62(LC 8), 5=243(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-11 to 3-2-11, Interior(1) 3-2-11 to 4-1-1, Exterior(2) 4-1-1 to 5-8-1 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, 4, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 BC WB (Matrix) 0.43 0.24 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 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 WEDGE Left: 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 7-2-8. (lb) - Max Horz 1=166(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 7=-136(LC 9), 1=-136(LC 7) Max Grav All reactions 250 lb or less at joint(s) 5, 1 except 6=304(LC 1), 7=357(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/186 WEBS 2-7=-248/290 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-6-4, Exterior(2) 5-6-4 to 7-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 5, 6 except (jt=lb) 7=136, 1=136. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/4-9-15, 3=109/4-9-15, 4=133/4-9-15 Max Horz 1=50(LC 8) Max Uplift1=-12(LC 9), 3=-12(LC 9) Max Grav 1=109(LC 1), 3=109(LC 1), 4=135(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 WB (Matrix) 0.51 0.31 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: 20 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=194/8-3-1, 3=194/8-3-1, 4=236/8-3-1 Max Horz 1=-90(LC 7) Max Uplift1=-21(LC 9), 3=-21(LC 9) Max Grav 1=194(LC 1), 3=194(LC 1), 4=241(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-11 to 3-2-11, Interior(1) 3-2-11 to 4-1-9, Exterior(2) 4-1-9 to 7-1-9 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.12 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-8-4. (lb) - Max Horz 1=-128(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-117(LC 9), 6=-117(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=360(LC 1), 8=326(LC 13), 6=326(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 5-10-2, Exterior(2) 5-10-2 to 8-10-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=117, 6=117. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-3-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=38/1-3-5, 3=38/1-3-5 Max Horz 1=26(LC 8) Max Uplift3=-9(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) 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) 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 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 2-9-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=41/2-9-0, 4=41/2-9-0, 5=122/2-9-0 Max Horz 6=90(LC 8) Max Uplift6=-41(LC 7), 4=-25(LC 8), 5=-61(LC 9) Max Grav 6=99(LC 6), 4=41(LC 1), 5=122(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) 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) 6, 4, 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.30 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 -0.09 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=102/Mechanical, 6=228/0-3-8, 5=37/Mechanical Max Horz 6=61(LC 7) Max Uplift4=-55(LC 4), 6=-47(LC 7), 5=-14(LC 7) Max Grav 4=102(LC 1), 6=228(LC 1), 5=71(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 44 lb up at 1-6-14, and 52 lb down and 52 lb up at 2-0-12 on top chord, and 12 lb down and 26 lb up at 1-6-14, and 14 lb down and 30 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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, 5-6=-20 Concentrated Loads (lb) Vert: 8=4(F) 9=1(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.30 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 -0.07 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=102/Mechanical, 6=226/0-3-8, 5=37/Mechanical Max Horz 6=54(LC 6) Max Uplift4=-48(LC 4), 6=-54(LC 7), 5=-11(LC 7) Max Grav 4=102(LC 1), 6=226(LC 1), 5=71(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 34 lb up at 1-3-0, and 51 lb down and 41 lb up at 2-0-12 on top chord, and 13 lb down and 29 lb up at 1-3-0, and 16 lb down and 33 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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, 5-6=-20 Concentrated Loads (lb) Vert: 8=5(B) 9=3(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.53 0.15 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.06 0.00 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 105 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 3-8: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 REACTIONS. (lb/size) 11=845/0-3-8, 7=845/0-3-8 Max Horz 11=-117(LC 5) Max Uplift11=-365(LC 7), 7=-365(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-825/458, 3-12=-558/382, 12-13=-558/382, 13-14=-558/382, 14-15=-558/382, 15-16=-558/382, 4-16=-558/382, 4-5=-825/457, 2-11=-806/394, 5-7=-805/393 BOT CHORD 9-17=-340/558, 17-18=-340/558, 18-19=-340/558, 8-19=-340/558 WEBS 2-9=-353/522, 5-8=-354/521 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); 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=365, 7=365. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 160 lb up at 4-9-5, 87 lb down and 94 lb up at 6-3-8, 87 lb down and 94 lb up at 8-3-8, and 87 lb down and 94 lb up at 10-3-8, and 131 lb down and 160 lb up at 11-9-11 on top chord, and 61 lb down and 76 lb up at 4-9-5, 28 lb down and 35 lb up at 6-3-8, 28 lb down and 35 lb up at 8-3-8, and 28 lb down and 35 lb up at 10-3-8, and 61 lb down and 76 lb up at 11-9-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 7-11=-20 Concentrated Loads (lb) Vert: 3=-46(B) 4=-46(B) 9=-30(B) 8=-30(B) 13=-19(B) 14=-19(B) 15=-19(B) 17=-13(B) 18=-13(B) 19=-13(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 37-2-13 8-1-3 45-7-8 8-4-11 1-5-0 6-3-0 12.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.51 0.47 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.22 -0.43 0.10 (loc) 14-16 14-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 548 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 4-18,6-16,7-12,9-11: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-3-12 max.): 3-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-11 REACTIONS. (lb/size) 11=2768/Mechanical, 19=2798/0-3-8 Max Horz 19=175(LC 4) Max Uplift11=-1147(LC 4), 19=-1083(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-3046/1207, 20-21=-2926/1186, 3-21=-2809/1174, 3-22=-2103/910, 22-23=-2102/910, 23-24=-2102/909, 24-25=-2101/909, 4-25=-2101/909, 4-26=-4851/2022, 26-27=-4851/2022, 27-28=-4851/2022, 5-28=-4851/2022, 5-29=-4851/2022, 6-29=-4851/2022, 6-30=-5424/2250, 30-31=-5424/2250, 31-32=-5424/2250, 32-33=-5424/2250, 7-33=-5424/2250, 7-34=-3902/1629, 34-35=-3902/1629, 35-36=-3902/1629, 36-37=-3902/1629, 8-37=-3902/1629, 8-38=-3902/1629, 9-38=-3902/1629, 10-11=-266/159, 2-19=-2762/1084 BOT CHORD 18-45=-1878/4482, 45-46=-1878/4482, 46-47=-1878/4482, 47-48=-1878/4482, 48-49=-1878/4482, 17-49=-1878/4482, 17-50=-1878/4482, 16-50=-1878/4482, 16-51=-2270/5458, 15-51=-2270/5458, 15-52=-2270/5458, 52-53=-2270/5458, 53-54=-2270/5458, 54-55=-2270/5458, 55-56=-2270/5458, 14-56=-2270/5458, 14-57=-2121/5075, 57-58=-2121/5075, 13-58=-2121/5075, 13-59=-2121/5075, 59-60=-2121/5075, 60-61=-2121/5075, 12-61=-2121/5075, 12-62=-1435/3336, 62-63=-1435/3336, 63-64=-1435/3336, 64-65=-1435/3336, 65-66=-1435/3336, 66-67=-1435/3336, 11-67=-1435/3336 WEBS 3-18=-580/1590, 4-18=-2959/1250, 4-16=-326/1134, 6-16=-843/422, 7-14=-148/614, 7-12=-1632/748, 9-12=-566/1735, 9-11=-4053/1696, 2-18=-771/1972 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) except (jt=lb) Continued 11=1147, on 19=page 1083. 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.54 0.33 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.14 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 260 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SP No.1 *Except* 4-8,4-7,2-8,2-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=7781/0-3-8, 6=9015/0-3-8 (req. 0-3-12) Max Horz 10=-200(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6806/0, 2-3=-5262/0, 3-4=-5262/0, 4-5=-6874/0, 1-10=-6551/0, 5-6=-6605/0 BOT CHORD 10-11=-121/332, 9-11=-121/332, 9-12=0/4363, 8-12=0/4363, 8-13=0/4407, 13-14=0/4407, 7-14=0/4407, 7-15=0/370, 15-16=0/370, 6-16=0/370 WEBS 3-8=0/7650, 4-8=-1880/0, 4-7=0/2621, 2-8=-1800/0, 2-9=0/2501, 1-9=0/4243, 5-7=0/4249 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); 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) WARNING: Required bearing size at joint(s) 6 greater than input bearing size. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2232 lb down at 2-0-12, 2232 lb down at 4-0-12, 2232 lb down at 6-0-12, 2232 lb down at 8-0-12, 2232 lb down at 10-0-12, and 2232 lb down at 12-0-12, and 2235 lb down at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 9=-2232(F) 11=-2232(F) 12=-2232(F) 13=-2232(F) 14=-2232(F) 15=-2232(F) 16=-2235(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 6-6-7 28-2-7 6-6-7 30-5-0 2-2-9 31-5-0 1-0-0 1-7-0 7-2-0 13-0-0 4-7-0 7-2-0 14.00 12 Plate Offsets (X,Y)-- [8:0-3-2,0-2-0], [9:0-2-12,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.85 0.51 0.56 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.25 0.04 (loc) 16-17 16-17 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 245 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.1 *Except* 6-14,7-13,8-12,2-17,9-11,9-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-8 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 8-6-10 oc bracing. WEBS 1 Row at midpt 4-16, 5-16, 6-16, 7-12, 4-17 REACTIONS. (lb/size) 17=1533/0-3-8, 11=1587/0-3-8 Max Horz 17=310(LC 6) Max Uplift17=-271(LC 7), 11=-1189(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-395/176, 4-5=-1328/443, 5-6=-1324/429, 6-18=-1664/644, 18-19=-1663/644, 7-19=-1662/644, 7-20=-473/498, 20-21=-473/499, 21-22=-474/500, 8-22=-475/500, 8-9=-758/710, 2-17=-431/185, 9-11=-1570/1247 BOT CHORD 17-23=-242/836, 23-24=-242/836, 16-24=-242/836, 16-25=-530/1665, 15-25=-530/1665, 14-15=-530/1665, 14-26=-813/1444, 26-27=-813/1444, 13-27=-813/1444, 13-28=-813/1444, 28-29=-813/1444, 29-30=-813/1444, 12-30=-813/1444 WEBS 5-16=-571/1537, 6-16=-1442/725, 6-14=-352/235, 7-14=-254/558, 7-13=-264/357, 7-12=-1415/574, 8-12=-352/320, 4-17=-1141/185, 9-12=-860/1017 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=271, 11=1189. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 lb down and 141 lb up at 20-4-4, 104 lb down and 141 lb up at 22-4-4, and 104 lb down and 141 lb up at 24-4-4, and 104 lb down and 141 lb up at 26-4-4 on top chord, and 77 lb down and 123 lb up at 20-4-4, 77 lb down and 123 lb up at 22-4-4, 77 lb down and 123 lb up at 24-4-4, and 77 lb down and 123 lb up at 26-4-4, and 323 lb down and 475 lb up at 28-2-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 1-0-0 5-1-8 5-1-8 9-11-8 4-10-0 11-8-0 1-8-8 16-2-14 4-6-14 20-9-12 4-6-14 24-8-14 3-11-2 30-5-0 5-8-2 1-7-0 11-2-8 13-0-0 4-7-0 11-2-8 14.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-1-8], [6:0-7-4,0-2-0], [8:0-2-12,0-1-8], [9:0-2-11,Edge], [14:0-2-0,0-5-0], [17:0-4-0,0-4-8], [18:0-3-8,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.52 0.89 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.27 0.02 (loc) 14-16 14-16 13 l/defl >999 >922 n/a L/d 240 180 n/a PLATES MT20 Weight: 1059 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 11-15: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.1 *Except* 4-18,10-11,10-12: 2x4 SPF-S Stud, 6-16,7-14,8-13,9-12: 2x6 SP No.1 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.): 6-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,12-13. WEBS 1 Row at midpt 8-13 REACTIONS. (lb/size) 19=9668/0-3-8 (req. 0-3-13), 13=20452/0-5-8 (req. 0-5-10), 11=5536/0-3-8 Max Horz 19=299(LC 6) Max Uplift19=-665(LC 7) Max Grav 19=9668(LC 1), 13=20452(LC 1), 11=5549(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10058/556, 3-4=-9902/579, 4-5=-7619/78, 5-6=-7249/103, 6-7=-3619/32, 7-20=-3619/32, 8-20=-3619/32, 8-9=-842/0, 9-10=-1405/0, 2-19=-9385/510, 10-11=-1691/0 BOT CHORD 19-21=-369/430, 18-21=-369/430, 18-22=-465/6454, 22-23=-465/6454, 23-24=-465/6454, 17-24=-465/6454, 16-17=-37/5455, 16-25=-38/5507, 15-25=-38/5507, 14-15=-38/5507, 14-26=-697/223, 26-27=-697/223, 13-27=-697/223, 13-28=-697/223, 28-29=-697/223, 29-30=-697/223, 12-30=-697/223 WEBS 4-18=-1021/3857, 4-17=-2739/828, 5-17=-75/10772, 6-17=-3442/55, 6-16=-37/2449, 6-14=-4853/73, 7-14=-317/61, 8-14=-67/11072, 8-13=-14964/0, 8-12=0/4707, 9-12=0/856, 2-18=-235/6339, 10-12=0/917 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) WARNING: Required bearing size at joint(s) 19, 13 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 665 lb uplift at joint 19. 10) "Semi-rigid pitchbreaks including 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. SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.96 0.25 0.32 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.09 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 83 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 1-6: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=750/0-3-8, 5=700/0-3-8 Max Horz 7=-176(LC 3) Max Uplift7=-385(LC 3), 5=-213(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-574/384, 1-8=-393/221, 8-9=-393/221, 9-10=-394/221, 10-11=-394/222, 2-11=-395/222, 2-3=-644/250, 3-5=-666/222 WEBS 1-6=-239/461, 3-6=-224/365 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=385, 5=213. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 86 lb up at 0-1-12, 97 lb down and 102 lb up at 2-0-12, 97 lb down and 102 lb up at 4-0-12, and 97 lb down and 102 lb up at 6-0-12, and 91 lb down and 107 lb up at 7-9-0 on top chord, and 34 lb down and 27 lb up at 2-0-12, 34 lb down and 27 lb up at 4-0-12, 34 lb down and 27 lb up at 6-0-12, 34 lb down and 27 lb up at 7-8-4, and 34 lb down and 18 lb up at 8-6-4, and 31 lb down and 26 lb up at 10-6-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 7-13=-60, 5-13=-20 Concentrated Loads (lb) Vert: 1=-12 2=-39(F) 6=-22(F) 9=-39(F) 10=-39(F) 11=-39(F) 12=-22(F) 14=-22(F) 15=-22(F) 16=-22(F) 17=-17(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.00 (loc) 4-5 4-5 4 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 SP No.1 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=211/Mechanical, 5=382/0-7-0 Max Horz 5=63(LC 4) Max Uplift4=-26(LC 4), 5=-79(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-334/104 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 23 lb up at 4-2-11, and 54 lb down and 44 lb up at 4-6-11 on top chord, and 6 lb down and 14 lb up at 4-2-11, and 40 lb down at 4-6-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 3=-54(B) 4=-30(B) 7=3(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.49 0.30 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.12 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 61 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-8,4-6: 2x4 SP No.1 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) 8=625/0-5-8, 6=625/0-5-8 Max Horz 8=36(LC 8) Max Uplift8=-19(LC 9), 6=-19(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-864/36, 9-10=-791/47, 3-10=-788/60, 3-11=-788/60, 11-12=-791/47, 4-12=-864/37, 2-8=-563/127, 4-6=-563/127 BOT CHORD 7-8=-94/537, 6-7=-81/537 WEBS 3-7=0/273, 2-7=0/332, 4-7=0/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-1-4, Exterior(2) 7-1-4 to 10-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.48 0.29 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.12 0.01 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 59 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-7,4-5: 2x4 SP No.1 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) 7=628/0-5-8, 5=554/0-5-8 Max Horz 7=37(LC 8) Max Uplift7=-20(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-875/41, 8-9=-803/54, 3-9=-799/65, 3-10=-795/71, 10-11=-803/56, 4-11=-870/56, 2-7=-565/127, 4-5=-490/87 BOT CHORD 6-7=-105/534, 5-6=-59/415 WEBS 3-6=0/268, 2-6=0/352, 4-6=0/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-1-4, Exterior(2) 7-1-4 to 10-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 7. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 TC BC WB (Matrix) 0.69 0.29 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.11 (loc) 5-6 5-6 4 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=99/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=108(LC 9) Max Uplift4=-67(LC 9), 5=-6(LC 9) Max Grav 4=99(LC 1), 6=231(LC 1), 5=74(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-3-7, Exterior(2) 3-3-7 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.22 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 1-7,3-5: 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 10-0-0 oc bracing. REACTIONS. (lb/size) 7=488/0-3-8, 5=564/0-3-8 Max Horz 7=-155(LC 7) Max Uplift5=-19(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-453/46, 2-8=-324/73, 2-9=-324/79, 9-10=-327/54, 3-10=-461/43, 1-7=-434/66, 3-5=-509/101 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-3-8, Exterior(2) 6-3-8 to 9-3-8 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) 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.22 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 65 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 1-7,3-5: 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 10-0-0 oc bracing. REACTIONS. (lb/size) 7=488/0-3-8, 5=564/0-3-8 Max Horz 7=-155(LC 7) Max Uplift5=-19(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-453/41, 8-9=-326/49, 2-9=-324/77, 2-10=-324/82, 3-10=-461/46, 1-7=-434/69, 3-5=-509/103 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-3-8, Exterior(2) 6-3-8 to 10-6-7 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) 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.27 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.11 (loc) 5-6 5-6 4 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=99/Mechanical, 6=231/0-3-8, 5=42/Mechanical Max Horz 6=99(LC 9) Max Uplift4=-58(LC 9), 5=-4(LC 9) Max Grav 4=99(LC 1), 6=231(LC 1), 5=74(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-9, Exterior(2) 2-11-9 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.52 0.38 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.17 0.01 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 94 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-11,5-7: 2x4 SP No.1 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. REACTIONS. (lb/size) 11=720/0-3-8, 7=720/0-3-8 Max Horz 11=-160(LC 7) Max Uplift11=-18(LC 9), 7=-18(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-643/35, 12-13=-522/54, 3-13=-483/87, 3-4=-366/120, 4-14=-484/87, 14-15=-522/53, 5-15=-643/35, 2-11=-650/111, 5-7=-649/111 BOT CHORD 10-11=-129/266, 9-10=-129/266, 8-9=0/363 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-5-5, Exterior(2) 7-5-5 to 9-1-11, Interior(1) 13-4-9 to 17-7-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.38 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.19 0.01 (loc) 7-9 7-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-9,4-6: 2x4 SP No.1 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 2-7, 4-7 REACTIONS. (lb/size) 9=720/0-3-8, 6=720/0-3-8 Max Horz 9=-172(LC 7) Max Uplift9=-18(LC 9), 6=-18(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-639/21, 10-11=-466/49, 3-11=-436/79, 3-12=-436/79, 12-13=-466/49, 4-13=-639/21, 2-9=-648/103, 4-6=-648/103 BOT CHORD 8-9=-157/316, 7-8=-157/316, 6-7=-100/311 WEBS 3-7=0/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-3-8, Exterior(2) 8-3-8 to 11-3-8 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%, joint 4 = 4% 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) 9, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 34-6-13 8-11-15 45-11-0 11-4-3 -1-0-0 1-0-0 8-3-8 8-3-8 11-4-3 3-0-11 16-7-0 5-2-13 25-6-15 8-11-15 34-6-13 8-11-15 40-1-3 5-6-5 45-11-0 5-9-13 46-11-0 1-0-0 1-5-7 8-8-8 11-9-3 12-9-3 1-5-0 1-0-0 12-9-3 10.50 12 12.00 12 Plate Offsets (X,Y)-- [4:0-6-4,0-1-12], [8:0-6-4,0-1-12], [9:0-2-6,0-2-1], [16:0-1-12,0-1-8], [18:0-5-12,0-2-4], [20:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.93 0.95 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.43 -1.00 0.13 (loc) 13-14 13-14 13 l/defl >999 >548 n/a L/d 240 180 n/a PLATES MT20 Weight: 336 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 *Except* 1-3: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 3-20,3-19,16-18,9-14,2-20: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 14-16,13-14. 1 Row at midpt 5-18 WEBS 1 Row at midpt 3-20, 3-19, 7-18, 7-16, 8-16, 9-14, 9-13 REACTIONS. (lb/size) 22=2092/0-3-8, 13=2271/0-3-8 Max Horz 22=244(LC 8) Max Uplift22=-3(LC 9), 13=-5(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2399/76, 3-23=-2216/134, 3-4=-2280/245, 4-24=-1945/214, 5-24=-1943/214, 5-6=-1942/215, 6-7=-1942/215, 7-25=-1967/227, 8-25=-1968/227, 8-26=-2183/209, 9-26=-2300/166, 9-10=-472/142, 10-27=-477/117, 11-27=-597/111, 2-22=-2008/147, 11-13=-579/160 BOT CHORD 21-22=-196/384, 20-21=-196/384, 19-20=0/1670, 19-28=0/1554, 18-28=0/1554, 5-18=-440/119, 16-29=0/1546, 15-29=0/1546, 14-15=0/1546, 14-30=0/1568, 30-31=0/1568, 13-31=0/1568 WEBS 3-19=-346/126, 4-19=-81/535, 4-18=-49/980, 16-18=0/1843, 7-16=-600/135, 8-16=-46/791, 8-14=-0/557, 2-20=0/1330, 9-13=-1945/16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-4-3, Exterior(2) 11-4-3 to 38-9-12, Interior(1) 38-9-12 to 46-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 0% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 13. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 34-4-0 8-10-8 45-11-0 11-7-0 -1-0-0 1-0-0 8-3-8 8-3-8 11-7-0 3-3-8 16-7-0 5-0-0 25-5-8 8-10-8 34-4-0 8-10-8 39-11-12 5-7-12 45-11-0 5-11-4 46-11-0 1-0-0 1-5-7 8-8-8 12-0-0 13-0-0 1-5-0 1-0-0 13-0-0 10.50 12 12.00 12 Plate Offsets (X,Y)-- [4:0-6-4,0-1-12], [8:0-6-4,0-1-12], [9:0-2-6,0-2-1], [16:0-3-0,0-1-12], [18:0-5-12,0-2-4], [20:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.87 0.68 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.39 -0.90 0.12 (loc) 13-14 13-14 13 l/defl >999 >611 n/a L/d 240 180 n/a PLATES MT20 Weight: 339 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 *Except* 1-3: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.1 *Except* 13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SP No.1 *Except* 3-20,3-19,16-18,9-14,2-20: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. Except: 1 Row at midpt 5-18 WEBS 1 Row at midpt 3-20, 3-19, 7-18, 7-16, 8-16, 9-14, 9-13 REACTIONS. (lb/size) 22=2091/0-3-8, 13=2275/0-3-8 Max Horz 22=248(LC 8) Max Uplift22=-3(LC 9), 13=-5(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2397/67, 3-23=-2214/125, 3-4=-2267/236, 4-24=-1905/210, 5-24=-1904/210, 5-6=-1902/212, 6-7=-1902/212, 7-25=-1933/221, 8-25=-1934/220, 8-26=-2175/207, 9-26=-2296/181, 9-10=-488/145, 10-27=-491/119, 11-27=-618/113, 2-22=-2006/140, 11-13=-595/162 BOT CHORD 21-22=-200/389, 20-21=-200/389, 19-20=0/1668, 19-28=0/1542, 18-28=0/1542, 5-18=-429/111, 16-29=0/1541, 15-29=0/1541, 14-15=0/1541, 14-30=0/1572, 30-31=0/1572, 13-31=0/1572 WEBS 3-19=-352/127, 4-19=-80/529, 4-18=-43/964, 16-18=0/1807, 7-16=-586/132, 8-16=-46/758, 8-14=0/576, 2-20=0/1329, 9-13=-1924/1 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 37-4-0, Interior(1) 37-4-0 to 46-11-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 0% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 13. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 1-0-0 5-11-4 5-11-4 11-7-0 5-7-12 19-2-0 7-7-0 26-9-0 7-7-0 34-4-0 7-7-0 39-11-12 5-7-12 45-11-0 5-11-4 46-11-0 1-0-0 1-5-0 13-0-0 1-5-0 13-0-0 12.00 12 Plate Offsets (X,Y)-- [4:0-2-6,0-2-1], [5:0-4-4,0-1-12], [9:0-4-4,0-1-12], [10:0-2-6,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.53 0.78 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.82 0.12 (loc) 17-19 14-15 14 l/defl >999 >667 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 317 lb FT = 20% GRIP 197/144 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x4 SP No.1 *Except* 4-19,10-15: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-1 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-19, 6-19, 6-17, 8-17, 8-15, 10-15, 4-20, 10-14 REACTIONS. (lb/size) 20=2409/0-3-8, 14=2409/0-3-8 Max Horz 20=-258(LC 7) Max Uplift20=-4(LC 9), 14=-4(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-607/119, 3-21=-480/125, 3-4=-478/151, 4-22=-2475/168, 5-22=-2351/212, 5-23=-1673/205, 6-23=-1672/206, 6-7=-2198/213, 7-8=-2198/213, 8-24=-1672/206, 9-24=-1673/205, 9-25=-2351/212, 10-25=-2475/168, 10-11=-478/151, 11-26=-480/125, 12-26=-607/119, 2-20=-588/166, 12-14=-588/166 BOT CHORD 20-27=0/1686, 27-28=0/1686, 19-28=0/1686, 19-29=0/2114, 18-29=0/2114, 18-30=0/2114, 17-30=0/2114, 17-31=0/2114, 16-31=0/2114, 16-32=0/2114, 15-32=0/2114, 15-33=0/1686, 33-34=0/1686, 14-34=0/1686 WEBS 5-19=-36/1287, 6-19=-946/69, 6-17=0/352, 8-17=0/351, 8-15=-946/69, 9-15=-36/1287, 4-20=-2115/3, 10-14=-2115/3 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 38-6-15, Interior(1) 38-6-15 to 46-11-0 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) 20, 14. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 -1-0-0 1-0-0 5-11-4 5-11-4 11-7-0 5-7-12 19-2-9 7-7-9 26-8-7 7-5-13 34-4-0 7-7-9 42-4-15 8-0-15 45-7-8 3-2-9 1-5-0 4-11-1 13-0-0 4-11-1 13-0-0 12.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [9:0-3-4,0-2-0], [11:Edge,0-2-4], [12:Edge,0-2-8], [13:0-2-8,0-2-4], [20:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.80 0.68 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.39 0.11 (loc) 14-16 14-16 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 325 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 *Except* 9-10: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 11-12,4-20,4-19,10-14,10-13,11-13,2-20: 2x3 SPF No.2 2-21: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-8-3 max.): 5-9, 10-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-12, 4-19, 5-17, 6-17, 8-17, 8-14, 10-13 REACTIONS. (lb/size) 12=2140/Mechanical, 21=2290/0-3-8 Max Horz 21=285(LC 8) Max Uplift21=-3(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-2484/83, 3-22=-2362/89, 3-4=-2354/116, 4-23=-2358/191, 5-23=-2233/216, 5-24=-2049/215, 6-24=-2049/215, 6-7=-2049/216, 7-8=-2049/216, 8-25=-1536/207, 25-26=-1536/207, 9-26=-1537/207, 9-27=-2107/173, 10-27=-2322/140, 10-11=-1360/100, 11-12=-2118/75, 2-21=-2231/127 BOT CHORD 20-21=-253/286, 20-28=-146/1670, 19-28=-146/1670, 18-19=-62/1580, 18-29=-62/1580, 17-29=-62/1580, 17-30=-62/2055, 16-30=-62/2055, 15-16=-62/2055, 15-31=-62/2055, 14-31=-62/2055, 13-14=-89/1403 WEBS 5-19=-23/434, 5-17=-32/982, 6-17=-480/121, 8-16=0/437, 8-14=-1104/38, 9-14=0/1068, 10-13=-1981/176, 11-13=-101/2485, 2-20=0/1564 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 37-4-0, Interior(1) 37-4-0 to 42-4-15 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) 21. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 5-6-9 -1-0-0 1-0-0 5-11-4 5-11-4 11-7-0 5-7-12 19-2-9 7-7-9 26-8-7 7-5-13 34-4-0 7-7-9 40-0-15 5-8-15 45-7-8 5-6-9 1-5-0 7-3-1 13-0-0 7-3-1 13-0-0 12.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [9:0-4-4,0-1-12], [11:0-1-12,0-1-8], [13:0-1-12,0-1-8], [20:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.81 0.69 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.44 0.11 (loc) 14-16 14-16 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 335 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 4-20,4-19,10-14,10-13,11-13,2-20: 2x3 SPF No.2, 2-21: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-12 max.): 5-9, 10-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-12, 4-19, 5-17, 6-17, 8-17, 8-14, 10-14, 10-13 REACTIONS. (lb/size) 12=2322/Mechanical, 21=2306/0-3-8 Max Horz 21=308(LC 8) Max Uplift21=-2(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-2502/83, 3-22=-2380/90, 3-4=-2373/117, 4-23=-2378/191, 5-23=-2253/217, 5-24=-2073/216, 6-24=-2072/216, 6-7=-2072/216, 7-8=-2072/216, 8-25=-1573/207, 25-26=-1573/207, 9-26=-1574/207, 9-27=-2204/201, 10-27=-2320/176, 10-28=-1577/126, 11-28=-1576/127, 11-12=-2200/118, 2-21=-2247/127 BOT CHORD 20-21=-306/282, 20-29=-224/1683, 19-29=-224/1683, 18-19=-139/1594, 18-30=-139/1594, 17-30=-139/1594, 17-31=-126/2090, 16-31=-126/2090, 15-16=-126/2090, 15-32=-126/2090, 14-32=-126/2090, 14-33=-109/1604, 13-33=-109/1604 WEBS 5-19=-23/433, 5-17=-33/1000, 6-17=-477/118, 8-16=0/441, 8-14=-1091/53, 9-14=-22/1164, 10-13=-1844/158, 11-13=-101/2577, 2-20=0/1577 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 37-4-0, Interior(1) 37-4-0 to 40-0-15 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) 21. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 7-10-9 -1-0-0 1-0-0 5-11-4 5-11-4 11-7-0 5-7-12 19-2-9 7-7-9 26-8-7 7-5-13 34-4-0 7-7-9 37-8-15 3-4-15 45-7-8 7-10-9 1-5-0 9-7-1 13-0-0 9-7-1 13-0-0 12.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [9:0-4-4,0-1-12], [13:0-3-8,0-2-8], [20:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.82 0.70 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.45 0.10 (loc) 14-16 14-16 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 356 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x4 SP No.1 *Except* 10-11: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 4-20,4-19,10-14,2-20: 2x3 SPF No.2, 2-21: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-0 max.): 5-9, 10-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-19, 5-17, 6-17, 8-17, 8-14, 10-14, 10-13 2 Rows at 1/3 pts 11-12 REACTIONS. (lb/size) 12=2310/Mechanical, 21=2297/0-3-8 Max Horz 21=332(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-2492/84, 3-22=-2370/91, 3-4=-2362/118, 4-23=-2367/192, 5-23=-2242/218, 5-24=-2059/217, 6-24=-2058/217, 6-7=-2058/218, 7-8=-2058/218, 8-25=-1543/208, 25-26=-1543/208, 9-26=-1543/208, 9-27=-2105/235, 10-27=-2235/209, 10-28=-1566/155, 11-28=-1565/155, 11-12=-2116/151, 2-21=-2238/128 BOT CHORD 20-21=-391/277, 20-29=-298/1676, 19-29=-298/1676, 18-19=-212/1586, 18-30=-212/1586, 17-30=-212/1586, 17-31=-182/2073, 16-31=-182/2073, 15-16=-182/2073, 15-32=-182/2073, 14-32=-182/2073, 13-14=-138/1592 WEBS 5-19=-25/434, 5-17=-34/988, 6-17=-475/117, 8-16=0/451, 8-14=-1110/73, 9-14=-75/1219, 10-13=-1705/181, 11-13=-118/2441, 2-20=0/1570 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 37-4-0, Interior(1) 37-4-0 to 37-8-15 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 35-4-15 1-0-15 40-3-7 4-10-8 45-7-8 5-4-1 -1-0-0 1-0-0 5-11-4 5-11-4 11-7-0 5-7-12 19-2-9 7-7-9 26-8-7 7-5-13 34-4-0 7-7-9 35-4-15 1-0-15 40-3-7 4-10-8 45-1-15 4-10-8 45-7-8 0-5-9 1-5-0 11-11-1 13-0-0 11-11-1 13-0-0 12.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-1-12], [9:0-4-4,0-1-12], [22:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.81 0.70 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.46 0.10 (loc) 16-18 16-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 407 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 4-22,4-21,2-22: 2x3 SPF No.2, 2-23: 2x4 SPF-S Stud 12-13: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-11 max.): 5-9, 10-12. BOT CHORD Structural wood sheathing directly applied or 9-1-14 oc bracing. WEBS 1 Row at midpt 4-21, 5-19, 6-19, 8-19, 8-16, 10-16, 10-15, 12-13 2 Rows at 1/3 pts 11-14 REACTIONS. (lb/size) 23=2312/0-3-8, 13=2379/Mechanical Max Horz 23=355(LC 8) Max Uplift13=-18(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-2509/81, 3-24=-2388/87, 3-4=-2380/114, 4-25=-2386/188, 5-25=-2261/214, 5-26=-2082/212, 6-26=-2081/213, 6-7=-2081/213, 7-8=-2081/213, 8-27=-1589/199, 27-28=-1590/199, 9-28=-1590/199, 9-10=-2106/242, 10-11=-1561/181, 11-29=-955/167, 12-29=-955/167, 2-23=-2253/125, 12-13=-2252/150 BOT CHORD 22-23=-476/273, 22-30=-369/1688, 21-30=-369/1688, 20-21=-281/1600, 20-31=-281/1600, 19-31=-281/1600, 19-32=-230/2103, 18-32=-230/2103, 17-18=-230/2103, 17-33=-230/2103, 16-33=-230/2103, 15-16=-175/1579, 15-34=-131/955, 14-34=-131/955 WEBS 5-21=-27/432, 5-19=-30/1007, 6-19=-478/117, 8-18=0/444, 8-16=-1077/98, 9-16=-92/1119, 10-15=-1480/93, 11-15=-114/1609, 11-14=-1859/221, 12-14=-138/2325, 2-22=0/1582 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-0, Exterior(2) 11-7-0 to 35-4-15, Interior(1) 35-4-15 to 45-5-12 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) 13. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 5-11-4 11-7-0 5-7-12 19-9-6 8-2-6 27-10-0 8-0-10 35-10-10 8-0-10 44-1-0 8-2-6 45-7-8 1-6-8 1-5-0 13-0-0 11-5-8 13-0-0 12.00 12 Plate Offsets (X,Y)-- [4:0-6-4,0-1-12], [10:0-6-4,0-1-12], [11:0-3-8,Edge], [20:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.71 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.45 0.10 (loc) 17-19 17-19 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 376 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 3-20,3-19,1-20: 2x3 SPF No.2, 1-21: 2x4 SPF-S Stud 11-12: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-11 max.): 4-10. BOT CHORD Structural wood sheathing directly applied or 9-7-4 oc bracing. WEBS 1 Row at midpt 3-19, 4-17, 5-17, 7-17, 8-14, 10-14, 11-12 2 Rows at 1/3 pts 7-14, 10-13 REACTIONS. (lb/size) 21=2252/Mechanical, 12=2384/Mechanical Max Horz 21=337(LC 8) Max Uplift12=-2(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2520/88, 2-3=-2390/116, 3-22=-2406/179, 4-22=-2280/222, 4-23=-2121/219, 23-24=-2120/219, 5-24=-2120/219, 5-6=-2120/219, 6-7=-2120/219, 7-25=-1465/200, 8-25=-1465/200, 8-26=-1465/200, 9-26=-1465/200, 9-10=-1467/200, 10-11=-396/269, 1-21=-2192/97, 11-12=-2489/151 BOT CHORD 20-21=-431/256, 20-27=-360/1702, 19-27=-360/1702, 18-19=-268/1613, 18-28=-268/1613, 17-28=-268/1613, 17-29=-211/2083, 16-29=-211/2083, 15-16=-211/2083, 15-30=-211/2083, 14-30=-211/2083, 14-31=-91/281, 13-31=-91/281 WEBS 4-19=-28/447, 4-17=-31/1008, 5-17=-526/133, 7-16=0/456, 7-14=-1156/89, 8-14=-527/143, 10-14=-132/2182, 10-13=-1846/309, 1-20=0/1617, 11-13=-145/2219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-7-0, Exterior(2) 11-7-0 to 45-5-12 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) 12. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 1-9-8 6-0-12 6-0-12 11-10-0 5-9-4 19-10-14 8-0-14 27-10-0 7-11-2 35-9-2 7-11-2 43-10-0 8-0-14 45-7-8 1-9-8 1-5-0 13-3-0 11-5-8 13-3-0 12.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-7], [4:0-6-4,0-1-12], [10:0-6-4,0-1-12], [11:0-3-8,Edge], [20:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.70 0.70 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.44 0.10 (loc) 17-19 17-19 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 379 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 3-20,3-19,1-20: 2x3 SPF No.2, 1-21: 2x4 SPF-S Stud 11-12: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-14 max.): 4-10. BOT CHORD Structural wood sheathing directly applied or 9-7-4 oc bracing. WEBS 1 Row at midpt 3-19, 4-19, 4-17, 5-17, 7-17, 7-16, 8-14, 10-14, 11-12 2 Rows at 1/3 pts 7-14, 10-13 REACTIONS. (lb/size) 21=2252/Mechanical, 12=2380/Mechanical Max Horz 21=342(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2528/88, 2-22=-2401/92, 2-3=-2388/117, 3-23=-2399/181, 4-23=-2269/225, 4-24=-2085/221, 24-25=-2084/221, 5-25=-2084/221, 5-6=-2084/221, 6-7=-2084/221, 7-26=-1451/203, 8-26=-1451/203, 8-27=-1451/203, 9-27=-1451/203, 9-10=-1453/203, 10-11=-460/263, 1-21=-2192/97, 11-12=-2472/142 BOT CHORD 20-21=-431/262, 20-28=-358/1707, 19-28=-358/1707, 18-19=-264/1606, 18-29=-264/1606, 17-29=-264/1606, 17-30=-209/2044, 16-30=-209/2044, 15-16=-209/2044, 15-31=-209/2044, 14-31=-209/2044, 14-32=-94/319, 13-32=-94/319 WEBS 4-19=-30/459, 4-17=-31/979, 5-17=-518/131, 7-16=0/450, 7-14=-1138/87, 8-14=-518/140, 10-14=-130/2139, 10-13=-1794/289, 1-20=0/1617, 11-13=-143/2162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 11-10-0, Exterior(2) 11-10-0 to 45-5-12 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 16-9-7 7-3-7 23-11-10 7-2-3 31-1-14 7-2-3 38-4-1 7-2-3 45-7-8 7-3-7 1-5-0 10-11-0 12.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [3:0-6-4,0-1-12], [19:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.54 0.70 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.36 0.13 (loc) 13-15 13-15 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 342 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 2-19,2-18,1-19: 2x3 SPF No.2 3-16,5-16,5-13,9-13,9-11: 2x4 SP 2400F 2.0E, 1-20: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-14 max.): 3-10. BOT CHORD Structural wood sheathing directly applied or 9-10-14 oc bracing. WEBS 1 Row at midpt 10-11, 4-16, 5-16, 5-13, 7-13, 9-11 REACTIONS. (lb/size) 11=2361/Mechanical, 20=2175/0-3-8 Max Horz 20=294(LC 6) Max Uplift11=-29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-2352/88, 2-21=-2225/111, 2-22=-2388/161, 3-22=-2371/200, 3-23=-2329/201, 23-24=-2328/201, 4-24=-2328/201, 4-5=-2328/201, 5-6=-2201/190, 6-7=-2201/190, 7-25=-2201/190, 8-25=-2201/190, 8-9=-2201/190, 1-20=-2115/94 BOT CHORD 19-20=-408/205, 18-19=-362/1597, 17-18=-284/1616, 16-17=-284/1616, 16-27=-238/2545, 15-27=-238/2545, 15-28=-238/2545, 14-28=-238/2545, 13-14=-238/2545, 13-29=-140/1408, 12-29=-140/1408, 12-30=-140/1408, 11-30=-140/1408 WEBS 2-19=-337/55, 3-18=-24/269, 3-16=-38/1256, 4-16=-457/120, 5-16=-388/1, 5-15=0/406, 5-13=-615/77, 7-13=-421/109, 9-13=-98/1415, 9-12=0/434, 9-11=-2504/128, 1-19=0/1552 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-6-0, Exterior(2) 9-6-0 to 13-8-15 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) 11. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 37-8-6 7-7-10 45-7-8 7-11-2 1-5-0 8-7-0 12.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [17:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.89 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.48 -0.95 0.12 (loc) 14-15 14-15 11 l/defl >999 >572 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 261 lb FT = 20% GRIP 197/144 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP 2400F 2.0E *Except* 16-18: 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 3-17,4-15,6-14,7-14,9-12,2-17: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-0-6 max.): 3-10. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-11, 4-15, 6-15, 6-14, 7-12, 9-12 REACTIONS. (lb/size) 11=2288/Mechanical, 18=2229/0-3-8 Max Horz 18=243(LC 6) Max Uplift11=-17(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2466/84, 19-20=-2348/102, 3-20=-2303/138, 3-21=-2751/182, 4-21=-2750/182, 4-5=-2750/182, 5-6=-2750/182, 6-7=-3086/166, 7-22=-1826/147, 8-22=-1826/147, 8-9=-1826/147, 9-23=-1826/147, 10-23=-1826/147, 10-11=-2128/135, 2-18=-2165/146 BOT CHORD 17-18=-448/273, 17-24=-249/1625, 16-24=-249/1625, 15-16=-249/1625, 15-25=-241/3114, 25-26=-241/3114, 14-26=-241/3114, 14-27=-201/2804, 13-27=-201/2804, 13-28=-201/2804, 12-28=-201/2804 WEBS 3-15=-40/1658, 4-15=-475/120, 6-15=-536/34, 7-14=0/676, 7-12=-1443/105, 9-12=-504/158, 10-12=-109/2643, 2-17=0/1401 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-2-0, Exterior(2) 7-2-0 to 11-4-15 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) All plates are MT20 plates unless otherwise indicated. 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) 11. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 5-1-8 9-11-8 4-10-0 13-5-0 3-5-8 19-11-7 6-6-7 26-5-14 6-6-7 30-5-0 3-11-2 31-5-0 1-0-0 1-7-0 9-2-0 13-0-0 4-7-0 9-2-0 14.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-12], [6:0-5-4,0-2-0], [8:0-3-2,0-2-0], [9:0-3-0,0-2-1], [16:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.78 0.46 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.35 0.04 (loc) 15-16 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 234 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 4-16,2-16,9-12: 2x3 SPF No.2, 2-17,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-10 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-15, 5-15, 6-15, 6-13, 7-12 REACTIONS. (lb/size) 17=1505/0-3-8, 11=1486/0-3-8 Max Horz 17=312(LC 8) Max Uplift17=-15(LC 9), 11=-8(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-1481/55, 3-18=-1371/60, 3-4=-1277/84, 4-19=-1218/137, 5-19=-1100/177, 5-20=-1858/297, 6-20=-1999/270, 6-21=-1183/147, 7-21=-1181/147, 7-22=-571/135, 8-22=-573/135, 8-23=-871/141, 23-24=-874/124, 9-24=-956/110, 2-17=-1489/89, 9-11=-1469/101 BOT CHORD 16-17=-296/299, 16-25=-56/893, 15-25=-56/893, 15-28=-19/1268, 14-28=-19/1268, 14-26=-19/1268, 13-26=-19/1268, 13-27=-22/1182, 12-27=-22/1182 WEBS 4-15=-273/129, 5-15=-287/2118, 6-15=-1604/290, 7-13=0/421, 7-12=-1044/38, 8-12=-28/378, 2-16=0/875, 9-12=0/842 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8, Interior(1) 13-5-0 to 31-5-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 11. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 14.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-12], [4:0-2-7,0-1-8], [5:Edge,0-1-14], [7:0-2-12,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.18 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.01 (loc) 10-11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 132 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 5-10: 2x4 SP No.1, 2-13,7-8: 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 10-0-0 oc bracing. WEBS 1 Row at midpt 6-10, 3-10 REACTIONS. (lb/size) 13=947/0-3-8, 8=874/0-3-8 Max Horz 13=277(LC 8) Max Uplift13=-16(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-863/65, 3-14=-755/93, 3-4=-663/165, 4-15=-650/169, 5-15=-542/209, 5-16=-542/212, 6-16=-665/172, 6-17=-657/86, 7-17=-861/60, 2-13=-904/102, 7-8=-831/68 BOT CHORD 12-13=-258/291, 11-12=-258/291, 11-18=-64/491, 10-18=-64/491, 10-19=0/496, 9-19=0/496 WEBS 5-10=-218/564, 6-10=-274/166, 3-10=-266/166, 2-11=0/450, 7-9=0/457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 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. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 20-11-0 1-0-0 1-7-0 13-0-0 1-7-0 14.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-12], [5:Edge,0-1-14], [8:0-2-12,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.18 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.01 (loc) 12-13 12-13 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 134 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 5-12: 2x4 SP No.1, 2-15,8-10: 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 10-0-0 oc bracing. WEBS 1 Row at midpt 6-12, 4-12 REACTIONS. (lb/size) 15=945/0-3-8, 10=945/0-3-8 Max Horz 15=287(LC 8) Max Uplift15=-17(LC 9), 10=-17(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-860/66, 3-16=-753/70, 3-4=-657/94, 4-17=-661/170, 5-17=-539/210, 5-18=-539/210, 6-18=-661/170, 6-7=-657/94, 7-19=-753/70, 8-19=-860/66, 2-15=-902/103, 8-10=-902/103 BOT CHORD 14-15=-268/307, 13-14=-268/307, 13-20=-74/490, 12-20=-74/490, 12-21=0/490, 11-21=0/490 WEBS 5-12=-214/558, 6-12=-266/166, 4-12=-266/166, 2-13=0/448, 8-11=0/448 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 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) 15, 10. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.16 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 73 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 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.): 3-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-9-0. (lb) - Max Horz 1=34(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 11, 12, 13, 15 except 1=-172(LC 13), 10=-101(LC 2) Max Grav All reactions 250 lb or less at joint(s) 1, 10 except 2=421(LC 13), 11=322(LC 14), 12=324(LC 13), 13=312(LC 14), 15=354(LC 13), 9=327(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-15=-254/75 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 6-4-1, Interior(1) 6-4-1 to 20-7-13, Exterior(2) 20-7-13 to 22-6-2 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) 11, 12, 13, 15 except (jt=lb) 1=172, 10=101. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.13 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 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.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-9-0. (lb) - Max Horz 1=-76(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 12, 13, 14, 16 except 10=-253(LC 14), 9=-142(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 16 except 11=340(LC 14), 12=506(LC 13), 13=491(LC 14), 14=374(LC 13), 9=501(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-12=-259/83 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 4-5-3, Exterior(2) 4-5-3 to 22-6-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 12, 13, 14, 16 except (jt=lb) 10=253, 9=142. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.13 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 86 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 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.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-9-0. (lb) - Max Horz 1=-84(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 12, 13, 16 except 10=-336(LC 14), 9=-185(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 16 except 11=380(LC 14), 12=505(LC 13), 13=494(LC 14), 15=366(LC 13), 9=593(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-12=-259/83 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 4-10-7, Exterior(2) 4-10-7 to 22-2-5, Interior(1) 22-2-5 to 22-6-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 12, 13, 16 except (jt=lb) 10=336, 9=185. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.13 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 95 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 22-9-0. (lb) - Max Horz 1=-126(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 13, 16, 11 except 1=-142(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2, 9 except 12=440(LC 14), 13=506(LC 14), 14=438(LC 13), 16=349(LC 13), 11=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-13=-269/71 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 7-2-7, Exterior(2) 7-2-7 to 19-6-9, Interior(1) 19-6-9 to 22-6-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 13, 16, 11 except (jt=lb) 1=142. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.30 0.15 0.18 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: 99 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-11, 4-12 REACTIONS. All bearings 22-9-0. (lb) - Max Horz 1=-168(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2 except 1=-341(LC 13), 9=-400(LC 14), 14=-109(LC 9), 10=-110(LC 9), 8=-106(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=600(LC 1), 11=399(LC 1), 12=438(LC 13), 14=441(LC 1), 10=462(LC 1), 8=683(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-200/332, 8-9=-139/255 WEBS 3-14=-268/197, 7-10=-285/201 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 9-6-7, Exterior(2) 9-6-7 to 13-2-9, Interior(1) 17-2-9 to 22-6-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 1=341 , 9=400, 14=109, 10=110, 8=106. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.13 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 111 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 *Except* 6-14: 2x4 SP No.1 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. WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 22-9-0. (lb) - Max Horz 1=-200(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 17, 13, 12, 11 except 1=-192(LC 7) Max Grav All reactions 250 lb or less at joint(s) 2, 1, 11, 10 except 14=377(LC 1), 15=512(LC 13), 17=331(LC 1), 13=512(LC 14), 12=331(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-248/280 WEBS 5-15=-265/170, 7-13=-265/170 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-4-8, Interior(1) 3-4-8 to 11-4-8, Exterior(2) 11-4-8 to 14-4-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 17, 13, 12, 11 except (jt=lb) 1=192. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 32-6-0 21-1-8 -0-0-4 11-4-4 1-2-13 11-4-8 0-1-0 0-1-8 1-1-9 12.00 12 Plate Offsets (X,Y)-- [12:0-0-12,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.12 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 15 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 141 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 *Except* 6-23: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 9-12. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-23 REACTIONS. All bearings 32-6-0. (lb) - Max Horz 1=200(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 23, 24, 25, 19, 18, 17, 16 except 21=-101(LC 9), 1=-194(LC 7), 14=-140(LC 14) Max Grav All reactions 250 lb or less at joint(s) 15, 2, 1, 14 except 23=489(LC 1), 24=512(LC 13), 25=332(LC 1), 21=508(LC 14), 19=349(LC 1), 18=301(LC 1), 17=339(LC 14), 16=326(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-249/281 WEBS 6-23=-253/70, 5-24=-266/170, 7-21=-262/174, 11-17=-256/79 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-4-8, Interior(1) 3-4-8 to 11-4-8, Exterior(2) 11-4-8 to 14-4-8, Interior(1) 21-5-15 to 31-2-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 24, 25, 19, 18, 17, 16 except (jt=lb) 21=101, 1=194, 14=140. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 7-9-7 28-10-15 9-9-0 32-6-0 3-7-1 -0-0-4 11-4-4 3-6-13 11-4-8 0-1-0 0-1-8 3-5-9 12.00 12 Plate Offsets (X,Y)-- [8:0-3-0,Edge], [12:0-2-8,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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.13 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 14 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 145 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 *Except* 6-21: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 8-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-21 REACTIONS. All bearings 32-6-0. (lb) - Max Horz 1=200(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 21, 22, 23, 17, 16, 15 except 14=-254(LC 14), 19=-100(LC 9), 1=-194(LC 7), 13=-114(LC 9) Max Grav All reactions 250 lb or less at joint(s) 14, 2, 1 except 21=328(LC 13), 22=512(LC 13), 23=331(LC 1), 19=514(LC 14), 17=416(LC 1), 16=314(LC 1), 15=310(LC 14), 13=499(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-249/281, 6-24=-130/265, 6-25=-100/254 WEBS 6-21=-290/123, 5-22=-265/169, 7-19=-267/172, 9-17=-291/113 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-4-8, Interior(1) 3-4-8 to 11-4-8, Exterior(2) 11-4-8 to 14-4-8, Interior(1) 19-1-15 to 32-3-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 21, 22, 23, 17, 16, 15 except (jt=lb) 14=254, 19=100, 1=194, 13=114. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 32-6-0 5-11-1 -0-0-4 9-6-12 5-10-13 9-7-0 0-1-0 0-1-8 9-5-8 12.00 12 Plate Offsets (X,Y)-- [5:0-2-8,Edge], [6:0-4-4,0-1-12], [11:0-2-8,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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.13 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 140 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6, 7-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-21, 4-22 REACTIONS. All bearings 32-6-0. (lb) - Max Horz 1=-168(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 14, 2, 19, 17, 16, 15 except 1=-333(LC 13), 23=-111(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 14, 13 except 2=584(LC 1), 21=413(LC 14), 22=460(LC 13), 23=439(LC 1), 19=544(LC 14), 17=480(LC 14), 16=453(LC 1), 15=306(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-203/331 WEBS 3-23=-266/185, 8-19=-303/146 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 9-7-0, Exterior(2) 9-7-0 to 16-2-0, Interior(1) 16-2-0 to 16-9-15, Exterior(2) 26-6-15 to 29-6-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 2, 19, 17, 16, 15 except (jt=lb) 1=333, 23=111. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 -0-0-4 7-2-12 7-3-0 0-1-0 0-1-8 7-1-8 12.00 12 Plate Offsets (X,Y)-- [5:0-2-8,Edge], [9:0-3-0,0-3-0], [10:0-2-8,Edge], [11:0-1-15,0-1-0], [12:0-1-15,0-1-0], [19:0-2-11,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.13 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 14 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 137 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 32-6-0. (lb) - Max Horz 1=-127(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 14, 2, 17, 22, 23, 24, 16, 13, 15 Max Grav All reactions 250 lb or less at joint(s) 1, 14, 2, 13 except 17=482(LC 13), 18=481(LC 14), 21=481(LC 13), 22=482(LC 14), 23=374(LC 1), 24=266(LC 13), 16=374(LC 1), 15=266(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 7-3-0, Exterior(2) 7-3-0 to 29-5-15, Interior(1) 29-5-15 to 32-3-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 14, 2, 17, 22, 23, 24, 16, 13, 15. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.13 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 124 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 32-6-0. (lb) - Max Horz 1=85(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 15, 20, 14, 11, 13 except 1=-345(LC 13), 12=-112(LC 1), 2=-167(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 12 except 2=606(LC 1), 15=481(LC 13), 17=482(LC 14), 19=475(LC 13), 20=508(LC 14), 21=345(LC 13), 14=474(LC 14), 11=302(LC 1), 13=298(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-20=-260/83 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 4-11-0, Exterior(2) 4-11-0 to 31-11-5, Interior(1) 31-11-5 to 32-3-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 20, 14, 11, 13 except (jt=lb) 1=345, 12=112, 2=167. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.08 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 12 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 110 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 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.): 3-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 32-6-0. (lb) - Max Horz 1=43(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 13, 2, 21, 22, 16, 15, 12 Max Grav All reactions 250 lb or less at joint(s) 1, 13, 2, 23, 12, 14 except 17=320(LC 1), 20=321(LC 14), 21=314(LC 1), 22=343(LC 14), 16=319(LC 13), 15=326(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-22=-261/79 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 6-7-0, Interior(1) 6-7-0 to 29-11-0, Exterior(2) 29-11-0 to 32-3-2 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, 13, 2, 21, 22, 16, 15, 12. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 BC WB (Matrix) 0.14 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-5: 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) 5=229/0-3-8, 4=139/0-1-8 Max Horz 5=52(LC 8) Max Uplift5=-25(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-10-12 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 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 WB (Matrix) 0.14 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=161/0-3-8, 4=47/0-1-8 Max Horz 5=64(LC 6) Max Uplift5=-22(LC 9), 4=-28(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) 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 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.28 0.19 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.00 (loc) 4-5 4-5 l/defl >999 >937 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=267/0-3-8, 4=182/0-1-8 Max Horz 5=52(LC 9) Max Uplift5=-18(LC 9), 4=-3(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-12 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 at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 (Matrix) 0.41 0.28 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.13 0.00 (loc) 4-5 4-5 l/defl >999 >525 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-5: 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 10-0-0 oc bracing. REACTIONS. (lb/size) 5=306/0-3-8, 4=223/0-1-8 Max Horz 5=58(LC 9) Max Uplift5=-16(LC 9), 4=-4(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-255/121 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-12 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 at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=164/0-3-8, 3=37/Mechanical, 4=15/Mechanical Max Horz 5=104(LC 9) Max Uplift3=-41(LC 9), 4=-20(LC 9) Max Grav 5=164(LC 1), 3=37(LC 1), 4=34(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 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: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=225/0-4-8, 3=29/Mechanical, 4=14/Mechanical Max Horz 5=106(LC 9) Max Uplift3=-29(LC 9), 4=-16(LC 9) Max Grav 5=225(LC 1), 3=29(LC 1), 4=38(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 BC WB (Matrix) 0.66 0.28 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 60 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 4-0-0. (lb) - Max Horz 9=173(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 6, 7 except 9=-134(LC 7), 8=-215(LC 6) Max Grav All reactions 250 lb or less at joint(s) 6, 7, 8 except 9=273(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-343/77, 2-3=-427/130 WEBS 3-8=-101/277 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-10-11 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb) 9=134, 8=215. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 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: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=154/0-3-8, 3=22/Mechanical, 4=10/Mechanical Max Horz 5=96(LC 9) Max Uplift3=-35(LC 9), 4=-25(LC 9) Max Grav 5=154(LC 1), 3=27(LC 7), 4=27(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 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: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=219/0-4-8, 3=12/Mechanical, 4=9/Mechanical Max Horz 5=100(LC 9) Max Uplift3=-24(LC 9), 4=-20(LC 9) Max Grav 5=219(LC 1), 3=20(LC 7), 4=31(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.78 0.32 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.08 (loc) 4-5 4-5 3 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 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=231/0-3-8, 3=99/Mechanical, 4=42/Mechanical Max Horz 5=174(LC 9) Max Uplift3=-89(LC 9), 4=-15(LC 9) Max Grav 5=231(LC 1), 3=99(LC 1), 4=74(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=167/0-3-8, 3=41/Mechanical, 4=17/Mechanical Max Horz 5=97(LC 9) Max Uplift3=-38(LC 9), 4=-16(LC 9) Max Grav 5=167(LC 1), 3=41(LC 1), 4=37(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud 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) 5=151/0-3-8, 3=12/Mechanical, 4=8/Mechanical Max Horz 5=109(LC 9) Max Uplift5=-2(LC 7), 3=-48(LC 9), 4=-50(LC 9) Max Grav 5=151(LC 1), 3=35(LC 7), 4=36(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.06 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=192/0-3-8, 3=67/Mechanical, 4=28/Mechanical Max Horz 5=148(LC 9) Max Uplift3=-74(LC 9), 4=-26(LC 9) Max Grav 5=192(LC 1), 3=67(LC 1), 4=53(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=167/0-3-8, 3=41/Mechanical, 4=17/Mechanical Max Horz 5=97(LC 9) Max Uplift3=-38(LC 9), 4=-16(LC 9) Max Grav 5=167(LC 1), 3=41(LC 1), 4=37(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud 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) 5=151/0-3-8, 3=12/Mechanical, 4=8/Mechanical Max Horz 5=109(LC 9) Max Uplift5=-2(LC 7), 3=-48(LC 9), 4=-50(LC 9) Max Grav 5=151(LC 1), 3=35(LC 7), 4=36(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.06 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=192/0-3-8, 3=67/Mechanical, 4=28/Mechanical Max Horz 5=148(LC 9) Max Uplift3=-74(LC 9), 4=-26(LC 9) Max Grav 5=192(LC 1), 3=67(LC 1), 4=53(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.29 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.01 -0.07 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=206/0-3-8, 3=79/Mechanical, 4=33/Mechanical Max Horz 5=159(LC 9) Max Uplift3=-81(LC 9), 4=-23(LC 9) Max Grav 5=206(LC 1), 3=79(LC 1), 4=60(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.64 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 0.02 -0.41 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=186/0-3-8, 3=61/Mechanical, 4=25/Mechanical Max Horz 5=175(LC 9) Max Uplift5=-67(LC 7), 3=-128(LC 9), 4=-111(LC 9) Max Grav 5=216(LC 9), 3=86(LC 7), 4=89(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 except (jt=lb) 3=128 , 4=111. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.60 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 0.02 -0.35 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=175/0-3-8, 3=49/Mechanical, 4=21/Mechanical Max Horz 5=167(LC 9) Max Uplift5=-83(LC 7), 3=-130(LC 9), 4=-124(LC 9) Max Grav 5=230(LC 9), 3=84(LC 7), 4=95(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-4-2 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 except (jt=lb) 3=130 , 4=124. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=251/0-3-8, 4=104/0-3-8 Max Horz 5=194(LC 6) Max Uplift5=-66(LC 5), 4=-459(LC 6) Max Grav 5=251(LC 1), 4=339(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-354/183 BOT CHORD 4-5=-324/113 WEBS 2-4=-151/433 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-6-7 to 2-8-8, Exterior(2) 2-8-8 to 3-3-6 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 4=459. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 147 lb up at 3-3-6 on top chord, and 84 lb down and 135 lb up at 3-3-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 4-5=-20, 1-2=-60, 2-3=-60 Concentrated Loads (lb) Vert: 4=-3(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.30 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.02 (loc) 4-5 4-5 3 l/defl >999 >825 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=277/0-3-8, 3=135/Mechanical, 4=58/Mechanical Max Horz 5=54(LC 9) Max Uplift5=-18(LC 9), 3=-26(LC 9) Max Grav 5=277(LC 1), 3=135(LC 1), 4=94(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-1-15 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=155/0-3-8, 3=24/Mechanical, 4=10/Mechanical Max Horz 5=65(LC 9) Max Uplift5=-1(LC 9), 3=-17(LC 9), 4=-6(LC 9) Max Grav 5=155(LC 1), 3=24(LC 1), 4=27(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=155/0-3-8, 3=24/Mechanical, 4=10/Mechanical Max Horz 5=65(LC 9) Max Uplift5=-1(LC 9), 3=-17(LC 9), 4=-6(LC 9) Max Grav 5=155(LC 1), 3=24(LC 1), 4=27(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.30 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.02 (loc) 4-5 4-5 3 l/defl >999 >825 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=277/0-3-8, 3=135/Mechanical, 4=58/Mechanical Max Horz 5=54(LC 9) Max Uplift5=-18(LC 9), 3=-26(LC 9) Max Grav 5=277(LC 1), 3=135(LC 1), 4=94(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-1-15 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0-9-0 4.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.06 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 10 11 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 112 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 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 10-0-0 oc bracing. REACTIONS. All bearings 14-2-8. (lb) - Max Horz 20=36(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 18, 14 Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-1-4, Corner(3) 7-1-4 to 10-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12, 18, 14. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 WB (Matrix) 0.13 0.04 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud *Except* 4-5: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 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) 7=172/4-0-0, 5=23/4-0-0, 6=174/4-0-0 Max Horz 7=52(LC 6) Max Uplift7=-25(LC 9), 5=-1(LC 8), 6=-1(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-10-12 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5, 6. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 3x4 3x4 3x4 3x6 5x12 8-3-8 8-3-8 10-1-0 1-9-8 16-3-8 6-2-8 16-7-0 0-3-8 26-2-8 9-7-8 35-10-0 9-7-8 45-11-0 10-1-0 -1-0-0 1-0-0 8-3-8 8-3-8 10-1-0 1-9-8 16-7-0 6-6-0 23-0-0 6-5-0 29-5-0 6-5-0 35-10-0 6-5-0 40-8-12 4-10-12 45-11-0 5-2-4 46-11-0 1-0-0 1-5-7 8-8-8 10-6-0 11-6-0 1-5-0 1-0-0 11-6-0 10.50 12 12.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-1-12], [9:0-4-4,0-1-12], [102:0-1-2,0-0-8], [117:0-1-15,0-1-0], [119:0-1-15,0-1-0], [121:0-1-15,0-1-0], [32:0-5-12,0-2-4], [34:0-2-8,0-1-8], [77:0-0-6 ,0-1-8], [82:0-2-0,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.39 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.25 0.01 (loc) 34-36 34-36 11 l/defl >999 >799 n/a L/d 240 180 n/a PLATES MT20 Weight: 1366 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.1 *Except* 3-34,3-33,4-33,28-32,10-20,2-34,10-13: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 53-54: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 30-31,29-30,28-29. 1 Row at midpt 5-32 WEBS 1 Row at midpt 3-33, 4-32, 6-32, 6-28, 8-28, 8-20, 9-20 REACTIONS. All bearings 29-7-8 except (jt=length) 36=0-3-8, 32=0-3-8. (lb) - Max Horz 36=221(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 36, 20, 13, 32 except 11=-156(LC 9), 27=-126(LC 2), 30=-308(LC 2) Max Grav All reactions 250 lb or less at joint(s) 31, 13, 21, 22, 23, 24, 26, 19, 18, 17, 16, 15, 14 except 36=714(LC 13), 28=633(LC 13), 20=657(LC 14), 11=268(LC 14), 29=371(LC 2), 32=1233(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-127=-622/43, 3-127=-442/101, 3-4=-432/211, 2-36=-635/120 BOT CHORD 35-36=-186/354, 34-35=-186/354, 33-34=-71/332, 33-134=-78/262, 32-134=-78/262, 5-32=-423/111 WEBS 3-33=-332/129, 4-33=-88/582, 4-32=-618/0, 8-28=-309/54, 9-20=-328/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-1-0, Exterior(2) 10-1-0 to 40-0-15, Interior(1) 40-0-15 to 46-11-0 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) The Fabrication Tolerance at joint 2 = 4% 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 36, 20, 13, 32 except (jt=lb) 11=156, 27=126, 30=308. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 2x4 14-11-0 14-11-0 -1-0-0 1-0-0 7-5-8 7-5-8 14-11-0 7-5-8 15-11-0 1-0-0 1-7-0 10-3-7 1-7-0 14.00 12 Plate Offsets (X,Y)-- [8:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.12 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 15 15 16 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 290 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 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 8-22, 7-23, 9-21 REACTIONS. All bearings 14-11-0. (lb) - Max Horz 28=-230(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 22, 24, 25, 26, 20, 19, 18 except 28=-304(LC 7), 16=-281(LC 8), 27=-236(LC 8), 17=-220(LC 7) Max Grav All reactions 250 lb or less at joint(s) 23, 24, 25, 26, 21, 20, 19, 18 except 28=332(LC 8), 16=309(LC 7), 22=343(LC 9), 27=303(LC 7), 17=287(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-65/301, 7-8=-42/321, 8-9=-33/321, 9-10=-55/301 WEBS 8-22=-409/18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-1-7, Exterior(2) 2-1-7 to 7-5-8, Corner(3) 7-5-8 to 10-5-8 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) 22, 24, 25, 26, 20, 19, 18 except (jt=lb) 28=304, 16=281, 27=236, 17=220. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 5-1-8 20-11-0 1-0-0 1-7-0 13-0-0 1-7-0 14.00 12 Plate Offsets (X,Y)-- [5:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.85 0.78 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.60 0.02 (loc) 17-19 17-19 10 l/defl >482 >233 n/a L/d 240 180 n/a PLATES MT20 Weight: 490 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 5-17: 2x4 SP No.1, 2-19,8-10: 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. WEBS 1 Row at midpt 6-17, 4-17, 4-19, 6-10 REACTIONS. All bearings 8-3-8 except (jt=length) 19=0-3-8, 16=0-3-8. (lb) - Max Horz 19=-287(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 19, 10 except 16=-231(LC 14) Max Grav All reactions 250 lb or less at joint(s) 15, 14, 13, 12, 11 except 19=1027(LC 1), 10=913(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-49=-396/158, 3-49=-286/161, 4-50=-729/145, 5-50=-608/185, 5-51=-608/185, 6-51=-729/145, 2-19=-431/192, 8-10=-302/221 BOT CHORD 19-53=-90/482, 18-53=-90/482, 18-54=-90/482, 17-54=-90/482, 16-17=0/471, 15-16=0/471, 14-15=0/471, 13-14=0/471, 12-13=0/471, 12-55=0/471, 11-55=0/471, 10-11=0/471 WEBS 5-17=-176/651, 4-19=-521/22, 6-10=-695/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 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) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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, 10 except (jt=lb) 16=231. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 11-11-0 5-11-8 12-11-0 1-0-0 1-7-0 8-6-7 1-7-0 14.00 12 Plate Offsets (X,Y)-- [7:Edge,0-1-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.11 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 206 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 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. REACTIONS. All bearings 11-11-0. (lb) - Max Horz 24=196(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 17, 16 except 24=-296(LC 7), 14=-276(LC 8), 23=-238(LC 8), 15=-224(LC 7) Max Grav All reactions 250 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=321(LC 8), 14=302(LC 7), 19=295(LC 9), 23=299(LC 7), 15=285(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-37/283, 7-8=-31/283 WEBS 7-19=-360/11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 1-11-7, Exterior(2) 1-11-7 to 5-11-8, Corner(3) 5-11-8 to 8-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 17, 16 except (jt=lb) 24=296, 14=276, 23=238, 15=224. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 0.20 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=237/4-2-8, 4=148/4-2-8 Max Horz 5=48(LC 8) Max Uplift5=-26(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 4-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 CSI. TC BC WB (Matrix) 0.12 0.07 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud *Except* 5-6: 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 6-0-0. (lb) - Max Horz 9=63(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 9, 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 9, 6, 7, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 5-10-12 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6, 7, 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 WB (Matrix) 0.49 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.10 -0.10 -0.14 (loc) 4-5 4-5 3 l/defl >619 >638 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=341/0-4-13, 3=146/Mechanical, 4=63/Mechanical Max Horz 5=158(LC 7) Max Uplift5=-66(LC 3), 3=-132(LC 7), 4=-56(LC 7) Max Grav 5=341(LC 1), 3=146(LC 1), 4=114(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-293/62 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 except (jt=lb) 3=132. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 61 lb up at 2-1-15, and 61 lb down and 61 lb up at 2-3-13, and 73 lb down and 94 lb up at 4-9-13 on top chord, and 12 lb down and 27 lb up at 2-1-15, and 29 lb down and 57 lb up at 2-3-13, and 27 lb down and 38 lb up at 4-9-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=-9(B) 8=4(F=1, B=3) 9=-8(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017 WB (Matrix) 0.49 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.10 -0.10 -0.14 (loc) 4-5 4-5 3 l/defl >619 >638 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=341/0-4-13, 3=146/Mechanical, 4=63/Mechanical Max Horz 5=158(LC 7) Max Uplift5=-66(LC 3), 3=-132(LC 7), 4=-56(LC 7) Max Grav 5=341(LC 1), 3=146(LC 1), 4=114(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-293/62 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4 except (jt=lb) 3=132. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 61 lb up at 2-1-15, and 61 lb down and 61 lb up at 2-3-13, and 73 lb down and 94 lb up at 4-9-13 on top chord, and 12 lb down and 27 lb up at 2-1-15, and 29 lb down and 57 lb up at 2-3-13, and 27 lb down and 38 lb up at 4-9-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=-9(F) 8=4(F=3, B=1) 9=-8(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTekfi connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. December 27,2017