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HomeMy WebLinkAboutI32820954.68_Clay_CornerRe: Johnson, Andrew Pages or sheets covered by this seal: I32820954 thru I32821032 My license renewal date for the state of Indiana is July 31, 2018. 68_Clay_Corner 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: 68 Clay corner 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). 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. March 26,2018 Job 68_CLAY_CORNER Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820954 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:19 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-bhGPA?AbBuvJ_0_Ly2GiHuuobxvdITbDO9MzKHzX5JI Scale = 1:17.5 1 2 5 6 3 7 4 2x4 3x4 2-10-10 2-9-8 -2-10-13 2-10-13 2-10-10 2-10-10 1-5-0 2-3-15 1-11-13 2-3-15 3.80 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 68_CLAY_CORNER Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820955 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:20 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-3tqnNLBDyC1Ab9ZXWlnxq6QzLKFs1wrMdp6WsjzX5JH Scale = 1:17.5 1 2 5 6 3 7 4 2x4 3x4 2-10-10 2-9-8 -2-10-13 2-10-13 2-10-10 2-10-10 1-5-0 2-3-15 1-11-13 2-3-15 3.80 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 68_CLAY_CORNER Truss GE01 Truss Type GABLE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820956 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:20 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-3tqnNLBDyC1Ab9ZXWlnxq6Q5EKFz1qoMdp6WsjzX5JH Scale = 1:69.0 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 2x4 3x4 4x6 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 12-9-8 12-9-8 -0-11-0 0-11-0 6-4-12 Job 68_CLAY_CORNER Truss GE02 Truss Type GABLE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820957 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:21 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-Y4O9bhBrjW91DJ8j4TIANJzGDkbGmMHWrTr4O9zX5JG Scale = 1:55.8 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 2x4 2x4 3x6 2x4 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 Job 68_CLAY_CORNER Truss GE03 Truss Type GABLE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820958 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:22 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-0GyXo0CTUpHurTjweApPvXWRH8qxVm0f47bdxczX5JF Scale = 1:78.2 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 12 11 10 9 8 7 3x6 4x6 4x6 5x6 3x6 3x4 3x4 3x8 3x4 3x8 3x4 3x4 4-6-14 4-6-14 8-11-4 4-4-6 18-1-12 9-2-8 19-11-0 1-9-4 4-6-14 4-6-14 8-11-4 4-4-6 13-6-8 4-7-4 18-1-12 4-7-4 19-11-0 1-9-4 1-5-0 10-4-4 8-7-0 10-4-4 12.00 12 Plate Offsets (X,Y)-- [2:0-1-8,0-1-8], [3:0-4-4,0-1-12], [5:0-4-4,0-1-12], [6:0-3-0,0-1-8], [10:0-1-12,0-1-8], [38:0-1-12,0-0-12] Job 68_CLAY_CORNER Truss GE04 Truss Type GABLE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820959 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:23 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-USWv?MD6F7PlSdI6BuKeSk2UiYHmEGZoJnKBT2zX5JE Scale = 1:57.7 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 2x4 11 10 9 8 7 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 7-2-6 7-2-6 0-0-4 7-2-6 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. Job 68_CLAY_CORNER Truss GE05 Truss Type GABLE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820960 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:23 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-USWv?MD6F7PlSdI6BuKeSk2SsYHtEGFoJnKBT2zX5JE Scale = 1:65.6 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 13 12 11 10 9 8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-3-6 8-3-6 0-0-4 8-3-6 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 Job 68_CLAY_CORNER Truss GE06 Truss Type GABLE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820961 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:24 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-ye4IDiEk0RXc4ntIlbst_ybplycAzkIyXR4k?UzX5JD Scale = 1:35.9 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 3x8 4x6 3x6 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 17-11-0 17-11-0 -0-11-0 0-11-0 8-11-8 8-11-8 17-11-0 8-11-8 18-10-0 Job 68_CLAY_CORNER Truss J01 Truss Type Jack-Open Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820962 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:24 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-ye4IDiEk0RXc4ntIlbst_ybnJybEzkqyXR4k?UzX5JD Scale = 1:14.0 1 2 3 6 4 7 5 3x6 3x4 3-7-12 3-7-8 -1-1-3 1-1-3 3-7-12 3-7-12 0-9-0 1-9-3 0-4-1 1-5-2 1-9-3 3.34 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 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 Job 68_CLAY_CORNER Truss J02 Truss Type Jack-Open Qty 3 Ply 1 68 Clay corner Job Reference (optional) I32820963 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:24 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-ye4IDiEk0RXc4ntIlbst_ybpbycBzkqyXR4k?UzX5JD Scale = 1:14.0 1 2 3 4 5 3x6 3x4 3-0-8 3-0-8 -0-11-0 0-11-0 3-0-8 3-0-8 0-9-0 1-9-3 1-5-0 1-9-3 4.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-1] 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) 0.12 Job 68_CLAY_CORNER Truss J03 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820964 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:25 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-QregQ2EMnkfTixSUJJN6X98?NLzEiA45m5pHXxzX5JC Scale: 1"=1' 1 2 3 4 3x6 5 3x4 2-0-0 2-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 0-9-0 1-5-0 1-0-13 1-5-0 4.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-1] 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) 0.06 0.04 Job 68_CLAY_CORNER Truss J04 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820965 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:25 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-QregQ2EMnkfTixSUJJN6X98?NLzHiA45m5pHXxzX5JC Scale = 1:11.8 1 2 3 4 3x6 5 3x4 1-10-15 1-10-15 -0-11-0 0-11-0 1-10-15 1-10-15 0-9-0 1-4-10 1-0-7 1-4-10 4.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-1] 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) 0.06 0.04 Job 68_CLAY_CORNER Truss J05 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820966 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:25 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-QregQ2EMnkfTixSUJJN6X98_xLyoiA45m5pHXxzX5JC Scale: 1"=1' 1 2 3 4 5 3x6 3x4 2-7-7 2-7-7 -0-11-0 0-11-0 2-7-7 2-7-7 0-8-7 1-5-5 0-4-1 1-1-4 1-5-5 3.41 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-10] 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 BC WB (Matrix) Job 68_CLAY_CORNER Truss J06 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820967 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:26 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-u1C2eOF_Y2nKJ41ht0uL3Ng9clI_RdKF?lZr4NzX5JB Scale = 1:12.1 1 2 3 4 5 3x6 3x4 2-8-3 2-8-3 -0-11-0 0-11-0 2-8-3 2-8-3 0-8-6 1-5-7 1-1-6 1-5-7 3.39 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-10] 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 BC WB (Matrix) 0.09 Job 68_CLAY_CORNER Truss J07 Truss Type Jack-Open Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820968 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:26 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-u1C2eOF_Y2nKJ41ht0uL3Ng7mlHhRdKF?lZr4NzX5JB Scale = 1:14.0 1 2 3 6 4 7 5 3x6 3x4 3-7-15 3-7-11 -1-1-4 1-1-4 3-7-15 3-7-15 0-9-0 1-9-3 3.32 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 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) 0.21 0.15 Job 68_CLAY_CORNER Truss J08 Truss Type Jack-Open Qty 16 Ply 1 68 Clay corner Job Reference (optional) I32820969 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:26 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-u1C2eOF_Y2nKJ41ht0uL3Ng7flHeRdXF?lZr4NzX5JB Scale = 1:36.4 1 2 5 4 3 2x4 3x4 3x4 4-0-0 4-0-0 -0-11-0 0-11-0 4-0-0 4-0-0 1-5-0 5-5-0 4-10-9 5-5-0 12.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-0-12] 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) 0.21 Job 68_CLAY_CORNER Truss J09 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820970 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:27 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-MDlQrkGcJMvBxEctQkPacaDGf9ffA4aOEPIOcpzX5JA Scale = 1:17.9 1 2 5 3 4 2x4 3x4 2-1-11 2-0-15 -2-0-10 2-0-10 2-1-11 2-1-11 1-5-0 2-4-8 2-0-0 2-4-8 5.37 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.33 Job 68_CLAY_CORNER Truss J10 Truss Type Jack-Open Qty 2 Ply 1 68 Clay corner Job Reference (optional) I32820971 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:27 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-MDlQrkGcJMvBxEctQkPacaDJD9e9A4aOEPIOcpzX5JA Scale = 1:18.1 1 2 5 3 4 2x4 2x4 3-0-0 3-0-0 -0-11-0 0-11-0 3-0-0 3-0-0 0-11-0 2-5-0 2-0-5 2-5-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.08 Job 68_CLAY_CORNER Truss J11 Truss Type Jack-Open Qty 13 Ply 1 68 Clay corner Job Reference (optional) I32820972 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:27 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-MDlQrkGcJMvBxEctQkPacaDJp9d7A4pOEPIOcpzX5JA Scale = 1:35.2 1 2 5 4 3 2x4 3x4 3x4 3-9-8 3-9-8 -0-11-0 0-11-0 3-9-8 3-9-8 1-5-0 5-2-8 4-8-1 5-2-8 12.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-0-12] 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) 0.19 Job 68_CLAY_CORNER Truss J12 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820973 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:27 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-MDlQrkGcJMvBxEctQkPacaDIo9eWA4aOEPIOcpzX5JA Scale = 1:23.0 1 2 5 3 4 3x4 3x6 2-6-5 2-5-15 -1-3-9 1-3-9 2-6-5 2-6-5 1-5-0 3-2-7 0-5-6 2-9-1 3-2-7 8.49 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) Job 68_CLAY_CORNER Truss J13 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820974 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:28 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-qQJo34HE4f11ZOA3_Rwp9omVzZ?dvXqYS32x8FzX5J9 Scale = 1:23.1 1 2 3 3x4 2-7-8 2-7-8 2-7-8 2-7-8 0-7-2 3-2-10 2-8-3 3-2-10 12.00 12 Plate Offsets (X,Y)-- [1:0-2-0,0-0-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.06 0.00 DEFL. Vert(LL) Vert(TL) Job 68_CLAY_CORNER Truss J14 Truss Type Jack-Open Structural Gable Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820975 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:28 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-qQJo34HE4f11ZOA3_Rwp9omRPZ?uvXqYS32x8FzX5J9 Scale = 1:17.9 1 2 5 3 4 2x4 3x4 2-1-11 2-0-15 -2-0-10 2-0-10 2-1-11 2-1-11 1-5-0 2-4-8 2-0-0 2-4-8 5.37 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.33 Job 68_CLAY_CORNER Truss J15 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820976 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:28 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-qQJo34HE4f11ZOA3_Rwp9omT?Z_tvXqYS32x8FzX5J9 Scale = 1:25.3 1 4 2 3 2x4 2x4 3-0-12 3-0-12 3-0-12 3-0-12 1-5-0 3-7-0 3-1-10 3-7-0 8.49 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) 0.22 0.11 0.00 DEFL. Vert(LL) Job 68_CLAY_CORNER Truss J16 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820977 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:29 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-JctBGQIsqz9uAYlGY8R2h?IdIzI6e_4hhjnVgizX5J8 Scale: 3/4"=1' 1 2 3 4 5 3x6 3x4 4-1-10 4-1-10 -0-11-0 0-11-0 4-1-10 4-1-10 0-9-0 2-1-9 0-4-3 1-9-6 2-1-9 4.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-1] 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) Job 68_CLAY_CORNER Truss J17 Truss Type Jack-Open Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820978 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:29 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-JctBGQIsqz9uAYlGY8R2h?IdIzI6e_4hhjnVgizX5J8 Scale: 3/4"=1' 1 2 3 4 5 3x6 3x4 4-1-10 4-1-10 -0-11-0 0-11-0 4-1-10 4-1-10 0-9-0 2-1-9 1-9-6 2-1-9 4.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-1] 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) 0.25 Job 68_CLAY_CORNER Truss M01 Truss Type Monopitch Qty 7 Ply 1 68 Clay corner Job Reference (optional) I32820979 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:29 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-JctBGQIsqz9uAYlGY8R2h?IeuzJFe_4hhjnVgizX5J8 Scale = 1:16.6 1 2 3 5 4 2x4 3x8 2x4 4-3-12 4-3-12 -0-11-0 0-11-0 4-4-8 4-4-8 0-9-0 2-2-8 1-11-0 0-3-8 2-2-8 4.00 12 Plate Offsets (X,Y)-- [4:0-1-13,0-0-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 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 68_CLAY_CORNER Truss PB01 Truss Type Piggyback Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820980 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:30 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-noRZTlIVbHHloiKS6szHEDrqrMfeNRxqwNX2D8zX5J7 Scale = 1:14.6 1 2 3 4 5 6 7 8 3x4 3x4 2x4 2x4 2x4 2x4 7-2-0 7-2-0 3-2-0 3-2-0 5-7-0 2-5-0 7-2-0 1-7-0 0-4-3 1-7-0 0-1-8 0-5-3 0-1-8 1-5-8 6.00 12 12.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-8], [5:0-2-8,0-2-0], [6:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job 68_CLAY_CORNER Truss PB02 Truss Type Piggyback Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820981 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:30 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-noRZTlIVbHHloiKS6szHEDrqlMfgNRtqwNX2D8zX5J7 Scale = 1:19.7 1 2 3 4 5 6 7 3x4 2x4 2x4 2x4 2x4 7-2-0 7-2-0 4-9-5 4-9-5 7-2-0 2-4-11 0-4-3 2-4-11 0-1-8 0-5-3 0-1-8 6.00 12 12.00 12 Plate Offsets (X,Y)-- [4:0-3-1,0-1-8], [5:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 Job 68_CLAY_CORNER Truss PB03 Truss Type Piggyback Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820982 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:30 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-noRZTlIVbHHloiKS6szHEDrqnMfeNRwqwNX2D8zX5J7 Scale = 1:14.5 1 2 3 4 5 6 7 8 3x4 3x4 2x4 2x4 2x4 2x4 7-2-0 7-2-0 2-10-0 2-10-0 5-9-0 2-11-0 7-2-0 1-5-0 0-4-3 1-5-0 0-1-8 0-5-3 0-1-8 1-3-8 6.00 12 12.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-8], [5:0-2-8,0-2-0], [6:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES Job 68_CLAY_CORNER Truss PB04 Truss Type GABLE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820983 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:31 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-F??xh5J7MaPcQsvefZUWmQO?im?56uR_81GclazX5J6 Scale = 1:19.7 2 3 4 5 7 1 6 3x4 2x4 2x4 2x4 5x6 5-11-0 5-11-0 2-4-4 2-4-4 3-6-12 1-2-8 5-11-0 2-4-4 2-4-4 0-1-4 0-1-8 2-2-12 12.00 12 Plate Offsets (X,Y)-- [3:0-2-8,0-2-0], [4:0-4-8,0-2-0] 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 Job 68_CLAY_CORNER Truss PB05 Truss Type Piggyback Qty 10 Ply 1 68 Clay corner Job Reference (optional) I32820984 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:31 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-F??xh5J7MaPcQsvefZUWmQO0Dm0L6uZ_81GclazX5J6 Scale = 1:10.2 1 2 3 4 5 3x4 2x4 2x4 3-10-2 3-10-2 2-6-12 2-6-12 3-10-2 1-3-6 0-4-3 1-3-6 0-1-8 0-5-3 0-1-8 6.00 12 12.00 12 Plate Offsets (X,Y)-- [3:0-3-1,0-1-8], [4:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB Job 68_CLAY_CORNER Truss T01 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820985 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:32 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-jBZJuRKl7uXT1?UrDH?lJewyQADWrDc7Nh09H1zX5J5 Scale = 1:100.2 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 5x6 3x6 5x8 5x6 3x6 2x4 4x6 3x8 6x8 2x4 3x6 3x6 3x8 3x4 5x6 3x4 3x6 3x8 3x4 2x4 4x6 4x6 6x6 2-0-0 2-0-0 3-8-11 1-8-11 8-7-13 4-11-3 13-7-0 Job 68_CLAY_CORNER Truss T02 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820986 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:33 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-BN7h6nLNuCgKf931n_W_srT7EaXgadQHcLliqTzX5J4 Scale = 1:99.2 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 5x12 3x6 5x8 5x6 3x6 2x4 5x8 2x4 3x6 3x6 3x6 3x4 3x6 3x8 3x4 2x4 6x6 6x16 4x6 3x6 2-0-0 2-0-0 2-4-9 0-4-9 7-11-13 5-7-3 13-7-0 5-7-3 21-10-8 8-3-8 25-8-10 Job 68_CLAY_CORNER Truss T03 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820987 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:34 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-fah4J7L?fVoBHJeDLi1DO30J2_pkJ2EQr?VGMvzX5J3 Scale = 1:94.8 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 2x4 12x20 3x6 5x8 5x6 3x6 6x8 2x4 3x6 5x6 3x6 3x4 3x4 3x6 3x8 3x4 2x4 6x6 4x6 2-0-0 2-0-0 7-9-8 5-9-8 13-7-0 5-9-8 21-10-8 8-3-8 25-8-10 3-10-2 31-4-6 Job 68_CLAY_CORNER Truss T04 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820988 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:35 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-7mESXTMdQpw2uTDPuPYSxGYU3ND72X9a3eEpuLzX5J2 Scale = 1:94.5 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 3x6 6x10 5x6 3x6 12x12 3x4 4x6 8x8 2x4 2x4 3x6 3x4 4x10 5x12 4x6 3x8 3x4 2x4 6x6 8-1-2 8-1-2 15-11-11 7-10-10 17-4-8 1-4-13 21-10-8 4-6-0 25-8-10 3-10-2 31-4-6 5-7-12 37-1-8 Job 68_CLAY_CORNER Truss T05 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820989 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:35 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-7mESXTMdQpw2uTDPuPYSxGYX?NAO2cma3eEpuLzX5J2 Scale = 1:94.1 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 3x8 5x6 5x8 3x6 8x10 4x6 4x6 3x4 3x8 2x4 3x4 3x12 3x4 3x4 2x4 8x8 3x6 11-2-4 11-2-4 22-2-0 10-11-12 26-0-2 3-10-2 31-7-14 5-7-12 37-5-0 5-9-2 -1-0-0 1-0-0 7-6-5 7-6-5 14-10-3 7-3-13 22-2-0 7-3-13 Job 68_CLAY_CORNER Truss T06 Truss Type Roof Special Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820990 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:36 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-byoqkpNFB72vWdocS63hTU5gPnW5n?DjII_NQozX5J1 Scale = 1:84.1 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 3x6 5x6 5x8 8x10 4x6 4x6 3x4 3x8 2x4 3x4 3x8 3x4 3x4 2x4 8x8 3x6 10-4-12 10-4-12 20-7-0 10-2-4 26-9-10 6-2-10 32-0-10 5-3-0 37-5-0 5-4-6 -0-11-0 0-11-0 7-0-0 7-0-0 13-9-8 6-9-8 20-7-0 6-9-8 Job 68_CLAY_CORNER Truss T07 Truss Type Roof Special Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820991 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:36 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-byoqkpNFB72vWdocS63hTU5gdnYvn1njII_NQozX5J1 Scale = 1:79.7 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 3x8 5x8 5x6 8x10 4x6 4x6 3x6 3x4 2x4 3x4 2x4 3x8 3x4 3x4 2x4 8x8 3x6 8-4-12 8-4-12 16-7-0 8-2-4 22-8-5 6-1-5 28-9-10 6-1-5 33-0-10 4-3-0 37-5-0 4-4-6 -0-11-0 0-11-0 8-4-12 8-4-12 16-7-0 8-2-4 Job 68_CLAY_CORNER Truss T08 Truss Type Roof Special Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820992 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:37 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-49MCx9OuyQAm8nNo0qbw0hepgBsCWRFsXyjwzEzX5J0 Scale = 1:67.0 12 3 4 5 6 7 8 9 10 16 15 14 13 12 11 5x6 3x6 5x6 8x10 4x6 4x6 3x6 3x4 2x4 3x8 3x4 3x4 3x4 4x6 8x8 3x6 6-4-12 6-4-12 12-7-0 6-2-4 21-8-5 9-1-5 30-9-10 9-1-5 37-5-0 6-7-6 -0-11-0 0-11-0 6-4-12 6-4-12 12-7-0 6-2-4 18-7-14 6-0-14 24-8-12 6-0-14 30-9-10 6-0-14 Job 68_CLAY_CORNER Truss T09 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820993 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:38 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-YLwa9VOWjkIdlwx_aX69ZvA2jbEKFqm0mcTTVgzX5J? Scale = 1:104.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 2x4 5x6 5x6 3x6 8x8 5x8 5x8 5x6 2x4 2x4 5x12 6x16 8x8 2x4 10x10 8x8 2x4 2x4 3x4 3x6 3x4 3x4 4x8 3x6 2x4 4x6 2x4 4x6 4x8 2-0-0 Job 68_CLAY_CORNER Truss T10 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820994 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:39 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-0XUzMqP8U2QUN4WB7FdO56jBO?ac_J49_GC117zX5J_ Scale = 1:108.6 12 3 4 5 6 7 8 9 10 11 12 252423 22 21 20 19 18 17 16 15 14 13 3x6 5x8 5x6 5x6 5x6 3x4 2x4 5x8 6x8 2x4 2x4 3x4 3x6 3x4 3x6 3x8 4x6 3x6 3x4 6x6 5x6 4x10 5x6 6x10 1-0-0 1-0-0 2-0-0 1-0-0 7-9-8 5-9-8 13-7-0 5-9-8 21-10-8 8-3-8 25-8-10 Job 68_CLAY_CORNER Truss T11 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820995 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:40 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-Uj2LaAQmFLYL?E5Nhy8deKFMiOyUjplJDwyaYZzX5Iz Scale = 1:97.2 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 3x6 5x6 5x6 5x6 12x12 3x6 3x4 4x6 3x4 3x4 3x6 5x8 4x8 4x6 3x4 3x6 3x8 3x6 3x6 7-5-3 7-5-3 14-7-13 7-2-11 21-10-8 7-2-11 25-8-10 3-10-2 28-1-10 2-5-0 31-5-8 3-3-14 39-7-8 8-2-0 7-5-3 7-5-3 Job 68_CLAY_CORNER Truss T12 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820996 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:40 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-Uj2LaAQmFLYL?E5Nhy8deKFMiOyTjplJDwyaYZzX5Iz Scale = 1:100.5 1 2 3 4 5 67 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 3x6 5x6 5x6 5x8 3x6 12x12 3x6 3x4 4x6 3x4 3x4 3x6 5x8 3x4 3x6 3x4 3x4 3x6 3x4 4x6 3x6 7-5-3 7-5-3 14-7-13 7-2-11 21-10-8 7-2-11 25-8-10 3-10-2 26-1-10 0-5-0 Job 68_CLAY_CORNER Truss T13 Truss Type Piggyback Base Qty 2 Ply 1 68 Clay corner Job Reference (optional) I32820997 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:41 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-ywcjnWRO0fgBdOgZFgfsAXoWZoCASC1SSah75?zX5Iy Scale = 1:97.0 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 3x8 5x8 5x8 3x6 8x10 4x6 4x6 3x4 3x8 MT18HS 2x4 3x4 3x8 3x4 3x4 4x8 3x6 3x6 11-2-4 11-2-4 22-2-0 10-11-12 29-4-0 7-2-0 39-11-0 10-7-0 -0-11-0 0-11-0 7-6-5 7-6-5 14-10-3 7-3-13 22-2-0 7-3-13 29-4-0 Job 68_CLAY_CORNER Truss T14 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820998 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:41 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-ywcjnWRO0fgBdOgZFgfsAXoWYoCASCZSSah75?zX5Iy Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 3x8 5x8 5x8 3x6 8x10 4x6 4x6 3x4 3x8 MT18HS 2x4 3x4 3x8 3x4 3x4 4x8 3x6 11-2-4 11-2-4 22-2-0 10-11-12 29-4-0 7-2-0 39-11-0 10-7-0 -0-11-0 0-11-0 7-6-5 7-6-5 14-10-3 7-3-13 22-2-0 7-3-13 29-4-0 7-2-0 Job 68_CLAY_CORNER Truss T15 Truss Type Roof Special Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32820999 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:42 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-Q695?sS0nzo2EYFmpNA5jlLgQCYgBgwbgERhdSzX5Ix Scale = 1:87.0 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 3x6 5x8 6x8 3x6 8x10 4x6 4x6 3x4 3x8 2x4 3x4 3x8 3x4 3x6 4x6 3x6 10-7-4 10-7-4 21-0-0 10-4-12 29-11-0 8-11-0 39-11-0 10-0-0 -0-11-0 0-11-0 7-1-11 7-1-11 14-0-13 6-11-3 21-0-0 6-11-3 29-11-0 Job 68_CLAY_CORNER Truss T16 Truss Type Roof Special Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821000 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:42 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-Q695?sS0nzo2EYFmpNA5jlLmDCahBlqbgERhdSzX5Ix Scale = 1:83.6 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x6 5x8 5x12 5x8 8x10 4x6 4x6 3x6 3x4 2x4 3x4 2x4 3x8 3x6 3x4 3x6 8-7-4 8-7-4 17-0-0 8-4-12 24-5-8 7-5-8 31-11-0 7-5-8 39-11-0 8-0-0 -0-11-0 0-11-0 8-7-4 8-7-4 17-0-0 8-4-12 24-5-8 7-5-8 31-11-0 7-5-8 39-11-0 Job 68_CLAY_CORNER Truss T17 Truss Type Roof Special Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821001 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:43 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-uIjTCCSeXGwvsiqyM5hKGytx8cucwB?lvuAE9uzX5Iw Scale = 1:73.1 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 5x8 3x6 5x6 5x6 8x10 4x6 4x6 3x6 3x4 2x4 3x8 3x4 3x4 3x4 3x12 2x4 3x6 6-7-4 6-7-4 13-0-0 6-4-12 23-5-8 10-5-8 33-11-0 10-5-8 39-11-0 6-0-0 -0-11-0 0-11-0 6-7-4 6-7-4 13-0-0 6-4-12 19-11-11 6-11-11 26-11-5 6-11-11 Job 68_CLAY_CORNER Truss T18 Truss Type Common Qty 3 Ply 1 68 Clay corner Job Reference (optional) I32821002 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:43 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-uIjTCCSeXGwvsiqyM5hKGytuLc2zwIJlvuAE9uzX5Iw Scale = 1:60.7 1 2 3 4 5 8 7 6 4x6 2x4 3x8 2x4 6x8 6x8 6-4-12 6-4-12 12-9-8 6-4-12 -0-11-0 0-11-0 6-4-12 6-4-12 12-9-8 6-4-12 13-8-8 0-11-0 1-5-0 7-9-12 1-5-0 12.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [4:0-3-8,Edge], [6:0-1-12,0-1-0], [8:0-1-12,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES Job 68_CLAY_CORNER Truss T19 Truss Type Half Hip Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821003 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:44 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-MVHsQYTHIa2mUrP8woDZoAQCV0RFfm9u8YwohKzX5Iv Scale = 1:30.2 1 2 3 4 7 6 5 4x6 3x4 2x4 2x4 3x8 3x4 3-0-0 3-0-0 4-0-0 1-0-0 -0-11-0 0-11-0 3-0-0 3-0-0 4-0-0 1-0-0 1-5-0 4-5-0 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-4-8,0-2-0] 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 Job 68_CLAY_CORNER Truss T20 Truss Type Half Hip Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821004 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:44 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-MVHsQYTHIa2mUrP8woDZoAQD70SlfmMu8YwohKzX5Iv Scale: 1/2"=1' 1 2 3 4 7 6 5 2x4 2x4 3x4 3x4 4x6 3x4 2-0-0 2-0-0 4-0-0 2-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 4-0-0 2-0-0 1-5-0 3-5-0 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-4-8,0-2-0] 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 Job 68_CLAY_CORNER Truss T21 Truss Type Half Hip Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821005 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:44 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-MVHsQYTHIa2mUrP8woDZoAQD80SpfmPu8YwohKzX5Iv Scale: 1/2"=1' 1 2 3 4 7 6 5 2x4 2x4 3x4 3x4 4x6 3x4 2-0-0 2-0-0 3-9-8 1-9-8 -0-11-0 0-11-0 2-0-0 2-0-0 3-9-8 1-9-8 1-5-0 3-5-0 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-4-8,0-2-0] 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 Job 68_CLAY_CORNER Truss T22 Truss Type Half Hip Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821006 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:45 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-rhrEduUv3uAd5?_KUVkoLNzMIPnRODR2NCfLEmzX5Iu Scale = 1:30.3 1 2 3 4 7 6 5 4x6 3x4 2x4 2x4 3x8 3x4 3-0-0 3-0-0 3-9-8 0-9-8 -0-11-0 0-11-0 3-0-0 3-0-0 3-9-8 0-9-8 1-5-0 4-5-0 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-4-8,0-2-0] 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 Job 68_CLAY_CORNER Truss T23 Truss Type Hip Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821007 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:45 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-rhrEduUv3uAd5?_KUVkoLNzCpPiMOC62NCfLEmzX5Iu Scale = 1:65.2 1 2 3 4 9 8 7 6 5 6x8 4x6 4x6 6x8 3x4 3x6 3x4 3x8 3x4 7-8-4 7-8-4 12-2-12 4-6-8 19-11-0 7-8-4 7-8-4 7-8-4 12-2-12 4-6-8 19-11-0 7-8-4 1-5-0 9-1-4 1-5-0 9-1-4 12.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-7], [2:0-4-4,0-1-12], [3:0-4-4,0-1-12], [4:0-3-8,Edge], [6:0-3-0,0-1-8] 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 Job 68_CLAY_CORNER Truss T24 Truss Type Hip Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821008 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:46 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-JtPcqEVXqBIUj9ZX2DF1tbVNApy07b5BbsPumDzX5It Scale = 1:88.3 1 2 3 4 5 10 9 8 7 6 3x4 4x6 4x8 4x6 3x12 3x4 4x6 3x8 3x4 3x4 10-11-4 10-11-4 16-1-12 5-2-8 19-11-0 3-9-4 5-6-14 5-6-14 10-11-4 5-4-6 16-1-12 5-2-8 19-11-0 3-9-4 1-5-0 12-4-4 8-7-0 12-4-4 12.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [4:0-6-4,0-1-12], [5:0-3-4,Edge], [10:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Job 68_CLAY_CORNER Truss T25 Truss Type Piggyback Base Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821009 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:46 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-JtPcqEVXqBIUj9ZX2DF1tbVO6pzq7b5BbsPumDzX5It Scale = 1:85.8 1 2 3 4 5 10 9 8 7 6 3x4 4x6 4x8 3x8 3x4 4x6 3x8 4x6 3x4 4x6 0-0-1 0-0-1 10-7-0 10-6-15 16-6-0 5-11-0 19-3-13 2-9-13 19-5-8 0-1-11 5-4-12 5-4-12 10-7-0 5-2-4 16-6-0 5-11-0 19-5-8 2-11-8 1-5-0 12-0-0 9-0-8 12-0-0 12.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-1-12], [4:0-6-4,0-1-12], [5:0-3-4,0-0-8], [10:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 Job 68_CLAY_CORNER Truss T26 Truss Type Common Qty 3 Ply 1 68 Clay corner Job Reference (optional) I32821010 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:47 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-n4z_2aV9bVQLLJ7jbwmGQo2haDK4s4dLqW8SIfzX5Is Scale = 1:35.7 1 2 3 4 5 6 7 8 9 10 4x6 5x12 3x6 5x12 2x4 2x4 5x12 3x6 9-11-8 9-11-8 19-11-0 9-11-8 -0-11-0 0-11-0 5-1-0 5-1-0 9-11-8 4-10-8 14-10-0 4-10-8 19-11-0 5-1-0 20-10-0 0-11-0 0-9-0 4-0-13 0-9-0 4.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-3-5], [8:Edge,0-3-5], [10:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 68_CLAY_CORNER Truss T27 Truss Type Jack-Open Qty 2 Ply 1 68 Clay corner Job Reference (optional) I32821011 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:47 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-n4z_2aV9bVQLLJ7jbwmGQo2hkDScs7XLqW8SIfzX5Is Scale = 1:26.2 1 2 3 6 4 5 3x6 3x6 3x4 1-3-15 1-3-15 2-7-13 1-3-15 -0-11-0 0-11-0 2-3-9 2-3-9 2-7-13 0-4-4 1-5-0 3-8-9 3-5-1 3-8-9 12.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4], [3:0-2-8,0-2-0] 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 Job 68_CLAY_CORNER Truss T28 Truss Type Jack-Open Qty 2 Ply 1 68 Clay corner Job Reference (optional) I32821012 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:47 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-n4z_2aV9bVQLLJ7jbwmGQo2hQDS_s7XLqW8SIfzX5Is Scale = 1:22.0 1 2 3 6 4 5 3x4 3x6 3x4 1-7-9 1-7-9 2-7-13 1-0-4 -0-11-0 0-11-0 1-7-9 1-7-9 2-7-13 1-0-4 1-5-0 3-0-9 2-9-1 3-0-9 12.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4], [3:0-2-8,0-2-0] 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 Job 68_CLAY_CORNER Truss T29 Truss Type Common Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821013 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:48 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-FGXMFvWnMpYCyTiv9eHVz0bjIdiLbXQU3Au?q5zX5Ir Scale: 3/8"=1' 1 2 3 4 8 7 6 5 4x6 3x6 3x8 3x4 5x6 8x8 -0-4-9 0-4-9 7-6-11 7-6-11 16-6-3 8-11-8 -0-4-15 0-4-15 7-6-11 7-6-11 16-6-3 8-11-8 17-5-3 0-11-0 0-3-8 3-8-13 0-9-0 4.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-12], [2:0-3-0,0-2-4], [5:0-3-8,0-3-0], [8:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Job 68_CLAY_CORNER Truss T30 Truss Type COMMON Qty 3 Ply 1 68 Clay corner Job Reference (optional) I32821014 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:48 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-FGXMFvWnMpYCyTiv9eHVz0blpdhSbYhU3Au?q5zX5Ir Scale = 1:32.6 1 2 3 4 5 8 7 6 4x6 8x8 5x12 8x8 8-11-8 8-11-8 17-11-0 8-11-8 -0-11-0 0-11-0 8-11-8 8-11-8 17-11-0 8-11-8 18-10-0 0-11-0 0-9-0 3-8-13 0-9-0 4.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-2-4], [6:0-3-8,0-3-0], [7:0-6-0,0-3-0], [8:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job 68_CLAY_CORNER Truss TG01 Truss Type Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821015 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:49 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-jS5kTFXP76h3adH6jLokVD7uH1x5Kp4dHqdZNYzX5Iq Scale = 1:68.8 12 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 36 37 38 39 40 41 42 43 6x18 MT18HS 5x8 5x12 8x16 5x8 3x6 3x6 4x8 3x6 5x6 10x16 2x4 3x6 4x8 4x8 10x16 MT18HS 4x10 5x12 2x4 8-7-0 8-7-0 16-11-0 8-4-0 18-3-8 1-4-8 25-6-9 7-3-1 32-9-10 7-3-1 37-5-0 4-7-6 -0-11-0 0-11-0 8-7-0 8-7-0 16-11-0 Job 68_CLAY_CORNER Truss TG01 Truss Type Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821015 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:49 2018 Page 2 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-jS5kTFXP76h3adH6jLokVD7uH1x5Kp4dHqdZNYzX5Iq NOTES- (11-14) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 78 lb up at 9-0-12, 57 lb down and 78 lb up at 11-0-12, 57 lb down and 78 lb up at 13-0-12, 57 lb down and 78 lb up at 15-0-12, 57 lb down and 78 lb up at 16-10-4, 57 lb down and 78 lb up at 18-10-4, 57 lb down and 78 lb up at 20-10-4 , 57 lb down and 78 lb up at 22-10-4, 57 lb down and 78 lb up at 24-10-4, 57 lb down and 78 lb up at 26-10-4, 57 lb down and 78 lb up at 28-10-4, and 57 lb down and 78 lb up at 30-10-4, and 59 lb down and 78 lb up at 32-9-10 on top chord, and 114 lb down and 57 lb up at 3-0-12, 112 lb down and 62 lb up at 5-0-12, 112 lb down and 84 lb up at 7-0-12, 34 lb down and 42 lb up at 9-0-12, 34 lb down and 42 lb up at 11-0-12, 34 lb down and 42 lb up at 13-0-12, 34 lb down and 42 lb up at 15-0-12, 34 lb down and 42 lb up at 16-9-4, 34 lb down and 42 lb up at 18-10-4, 34 lb down and 42 lb up at 20-10-4, 34 lb down and 42 lb up at 22-10-4, 34 lb down and 42 lb up at 24-10-4, 34 lb down and 42 lb up at 26-10-4, 34 lb down and 42 lb up at 28-10-4, 34 lb down and 42 lb up at 30-10-4, and 34 lb down and 42 lb up at 32-8-12, and 118 lb down and 107 lb up at 34-8-12 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). 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 12) BCSI1. 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 14) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-9=-60, 9-10=-60, 2-17=-20, 15-16=-20, 10-14=-20 Concentrated Loads (lb) Vert: 7=-40(F) 9=-40(F) 18=-17(F) 17=-17(F) 5=-40(F) 11=-17(F) 20=-40(F) 21=-40(F) 22=-40(F) 23=-40(F) 24=-40(F) 25=-40(F) 26=-40(F) 27=-40(F) 28=-40(F) 29=-40(F) 30=-114(F) 31=-112(F) 32=-112(F) 33=-17(F) 34=-17(F) 35=-17(F) 36=-17(F) 37=-17(F) 38=-17(F) 39=-17(F) 40=-17(F) 41=-17(F) 42=-17(F) 43=-118(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 68_CLAY_CORNER Truss TG02 Truss Type Roof Special Girder Qty 1 Ply 2 68 Clay corner Job Reference (optional) I32821016 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:50 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-Bfe7gbY1uQpwCnsIG3Jz2Rg2uQHP3K2nWUN6v_zX5Ip Scale = 1:29.9 1 2 3 4 5 9 8 7 6 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 5x16 MT18HS 4x10 8x10 8x10 5x16 MT18HS 4x10 8x14 MT18HS 3x8 3x6 2x4 6x10 5-5-10 5-5-10 9-4-11 3-11-1 12-0-9 2-7-14 17-6-11 5-6-2 2-11-8 2-11-8 5-5-10 2-6-2 9-4-11 3-11-1 12-0-9 2-7-14 14-6-14 2-6-5 17-6-11 2-11-13 0-8-0 1-9-3 0-8-0 1-9-3 2.41 12 2.40 12 Plate Offsets (X,Y)-- [1:0-3-14,0-0-2], [1:0-4-8,2-9-14], [2:0-5-4,0-4-0], [4:0-6-0,0-4-4], [5:0-4-0,0-4-14], [5:0-4-4,0-9-11], [6:0-4-0,0-1-8], [7:0-5-0,0-3-12], [9:0-5-8,0-1-8] Job 68_CLAY_CORNER Truss TG02 Truss Type Roof Special Girder Qty 1 Ply 2 68 Clay corner Job Reference (optional) I32821016 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:50 2018 Page 2 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-Bfe7gbY1uQpwCnsIG3Jz2Rg2uQHP3K2nWUN6v_zX5Ip NOTES- (13-16) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 21 lb up at 3-9-7, 49 lb down and 36 lb up at 5-5-10, 21 lb down and 33 lb up at 6-8-13, 21 lb down and 33 lb up at 8-8-13, 21 lb down and 33 lb up at 10-8-13, and 50 lb down and 36 lb up at 12-0-9, and 46 lb down and 22 lb up at 13-8-3 on top chord, and 1453 lb down and 92 lb up at 1-4-1, 1453 lb down and 92 lb up at 3-4-1, at 3-9-7, 1453 lb down and 93 lb up at 5-4-1, 24 lb down at 5-5-10, 20 lb down at 6-8-13, 1453 lb down and 93 lb up at 7-4-1, 20 lb down at 8-8-13, 1548 lb down and 101 lb up at 9-4-1, 20 lb down at 10-8-13, 1551 lb down and 96 lb up at 11-4-1, 24 lb down at 12-0-9, 1548 lb down and 97 lb up at 13-4-1, at 13-8-3, and 1552 lb down and 94 lb up at 15-4-1, and 1560 lb down and 89 lb up at 17-6-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 14) BCSI1. 15) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 16) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 1-5=-20 Concentrated Loads (lb) Vert: 2=-25(B) 4=-26(B) 5=-1560(F) 8=-10(B) 9=-1465(F=-1453, B=-12) 6=-12(B) 7=-1548(F) 11=-21(B) 12=-21(B) 13=-21(B) 15=-1453(F) 16=-1453(F) 18=-1453(F) 19=-10(B) 20=-10(B) 21=-1551(F) 22=-1548(F) 24=-1552(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 68_CLAY_CORNER Truss TG03 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821017 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:52 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-71mt5HZIQ13eR40hOUMR7slWiE5SXA54_osDzszX5In Scale = 1:105.5 1 2 34 5 6 7 8 9 10 11 12 13 14 15 34 33 32 3130 29 28 27 26 25 24 23 22 21 20 19 18 17 16 5x6 5x8 3x6 6x10 5x6 5x6 5x8 2x4 3x6 8x16 8x8 2x4 10x10 8x10 2x4 2x4 4x8 4x8 2x4 4x6 3x6 4x6 4x6 4x8 3x4 4x6 5x6 4x6 2x4 4x6 Job 68_CLAY_CORNER Truss TG03 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821017 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:52 2018 Page 2 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-71mt5HZIQ13eR40hOUMR7slWiE5SXA54_osDzszX5In LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-9=-60, 9-10=-60, 10-12=-60, 12-13=-60, 13-14=-60, 14-15=-60, 33-34=-20, 28-32=-20, 26-27=-20, 24-25=-20, 16-23=-20 Concentrated Loads (lb) Vert: 13=-0(F) 17=-4(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 68_CLAY_CORNER Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821018 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:52 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-71mt5HZIQ13eR40hOUMR7slOME?MXCB4_osDzszX5In Scale = 1:70.5 12 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 5x8 3x6 3x4 6x8 10x10 3x8 3x8 5x8 4x6 3x6 4x6 3x6 5x6 4x8 3x12 5x10 MT18HS 9-0-0 9-0-0 19-2-8 10-2-8 29-5-0 10-2-8 39-11-0 10-6-0 -0-11-0 0-11-0 9-0-0 9-0-0 16-7-14 7-7-14 24-3-12 7-7-14 31-11-10 7-7-14 39-11-0 7-11-6 0-11-0 Job 68_CLAY_CORNER Truss TG04 Truss Type Half Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821018 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:52 2018 Page 2 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-71mt5HZIQ13eR40hOUMR7slOME?MXCB4_osDzszX5In NOTES- (11-14) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 84 lb up at 9-0-0, 54 lb down and 84 lb up at 11-0-12, 54 lb down and 84 lb up at 13-0-12, 54 lb down and 84 lb up at 15-0-12, 54 lb down and 84 lb up at 17-0-12, 54 lb down and 84 lb up at 17-11-12, 54 lb down and 84 lb up at 19-11-12, 54 lb down and 84 lb up at 21-11-12, 54 lb down and 84 lb up at 23-11-12, 54 lb down and 84 lb up at 25-11-12, 54 lb down and 84 lb up at 27-11-12, 54 lb down and 84 lb up at 29-11-12, 54 lb down and 84 lb up at 31-11-12, 54 lb down and 84 lb up at 33-11-12, and 54 lb down and 84 lb up at 35-11-12, and 54 lb down and 84 lb up at 37-11-12 on top chord, and 124 lb down and 57 lb up at 3-0-12, 121 lb down and 60 lb up at 5-0-12, 121 lb down and 81 lb up at 7-0-12, 38 lb down and 40 lb up at 9-0-12, 38 lb down and 40 lb up at 11-0-12, 38 lb down and 40 lb up at 13-0-12, 38 lb down and 40 lb up at 15-0-12, 38 lb down and 40 lb up at 17-0-12, 38 lb down and 40 lb up at 17-11-12, 38 lb down and 40 lb up at 19-11-12, 38 lb down and 40 lb up at 21-11-12, 38 lb down and 40 lb up at 23-11-12, 38 lb down and 40 lb up at 25-11-12, 38 lb down and 40 lb up at 27-11-12, 38 lb down and 40 lb up at 29-11-12, 38 lb down and 40 lb up at 31-11-12, 38 lb down and 40 lb up at 33-11-12, and 38 lb down and 40 lb up at 35-11-12, and 38 lb down and 40 lb up at 37-11-12 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). 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 12) BCSI1. 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 14) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-10=-60, 2-11=-20 Concentrated Loads (lb) Vert: 4=-47(B) 16=-19(B) 8=-47(B) 13=-19(B) 17=-47(B) 18=-47(B) 19=-47(B) 20=-47(B) 21=-47(B) 22=-47(B) 23=-47(B) 24=-47(B) 25=-47(B) 26=-47(B) 27=-47(B) 28=-47(B) 29=-47(B) 30=-47(B) 31=-124(B) 32=-121(B) 33=-121(B) 34=-19(B) 35=-19(B) 36=-19(B) 37=-19(B) 38=-19(B) 39=-19(B) 40=-19(B) 41=-19(B) 42=-19(B) 43=-19(B) 44=-19(B) 45=-19(B) 46=-19(B) 47=-19(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 68_CLAY_CORNER Truss TG05 Truss Type Common Girder Qty 1 Ply 2 68 Clay corner Job Reference (optional) I32821019 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:53 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-cEKFIdawBLBU3EbtyBtgg3IZZeNeGfZDCSbmWJzX5Im Scale = 1:60.7 1 2 3 4 5 6 11 12 13 10 14 9 15 16 8 7 4x6 4x6 3x6 8x8 3x6 3x4 6x6 3x4 6x6 4x6 3-4-2 3-4-2 6-4-12 3-0-10 9-5-6 3-0-10 12-9-8 3-4-2 3-4-2 3-4-2 6-4-12 3-0-10 9-5-6 3-0-10 12-9-8 3-4-2 13-8-8 0-11-0 1-5-0 7-9-12 1-5-0 12.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:0-0-12,0-1-8], [4:0-0-12,0-1-8], [5:0-2-12,0-1-8], [8:0-2-4,0-3-12], [9:0-4-0,0-4-4], [10:0-2-4,0-3-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 68_CLAY_CORNER Truss TG05 Truss Type Common Girder Qty 1 Ply 2 68 Clay corner Job Reference (optional) I32821019 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:53 2018 Page 2 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-cEKFIdawBLBU3EbtyBtgg3IZZeNeGfZDCSbmWJzX5Im LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=-1574(B) 13=-1570(B) 14=-1570(B) 15=-1570(B) 16=-2234(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 68_CLAY_CORNER Truss TG06 Truss Type Half Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821020 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:53 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-cEKFIdawBLBU3EbtyBtgg3IlPeXqGrMDCSbmWJzX5Im Scale = 1:17.9 1 2 3 4 7 6 5 8 9 4x8 2x4 4x6 2x4 3x4 3x4 1-0-0 1-0-0 4-0-0 3-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 4-0-0 3-0-0 1-5-0 2-5-0 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-6-8,0-2-0] 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 Job 68_CLAY_CORNER Truss TG07 Truss Type Half Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821021 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:54 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-4QudWzbYyfJLgOA3VuOvCHrwZ2tP?IfMR6LK2lzX5Il Scale = 1:18.0 1 2 3 4 7 6 5 8 9 4x6 2x4 2x4 3x8 3x4 3x4 1-10-12 1-10-12 3-9-8 1-10-12 -0-11-0 0-11-0 1-0-0 1-0-0 3-9-8 2-9-8 1-5-0 2-5-0 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-4-8,0-2-0] 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 Job 68_CLAY_CORNER Truss TG08 Truss Type Half Hip Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821022 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:54 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-4QudWzbYyfJLgOA3VuOvCHrxO2tM?IXMR6LK2lzX5Il Scale = 1:22.9 1 2 3 4 7 6 5 2x4 4x6 2x4 3x4 4x8 3x4 1-9-10 1-9-10 3-9-8 1-11-14 -0-11-0 0-11-0 1-9-10 1-9-10 3-9-8 1-11-14 1-5-0 3-2-10 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-6-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job 68_CLAY_CORNER Truss TG09 Truss Type Common Girder Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821023 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:55 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-YcS0jJcAjyRCIYlF3cv8lUN0mR6ykhwWgm4taBzX5Ik Scale = 1:35.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 4x6 3x8 8x8 2x4 2x4 3x8 9-11-8 9-11-8 19-11-0 9-11-8 -0-11-0 0-11-0 5-0-1 5-0-1 9-11-8 4-11-7 14-10-15 4-11-7 19-11-0 5-0-1 20-10-0 0-11-0 0-9-0 4-0-13 0-9-0 4.00 12 Plate Offsets (X,Y)-- [2:0-3-12,0-1-15], [6:0-3-12,0-1-15], [8:0-4-0,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 68_CLAY_CORNER Truss TG10 Truss Type Half Hip Girder Qty 2 Ply 1 68 Clay corner Job Reference (optional) I32821024 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:55 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-YcS0jJcAjyRCIYlF3cv8lUN68RCdklpWgm4taBzX5Ik Scale = 1:17.9 1 2 3 4 7 6 5 4x8 2x4 4x6 2x4 3x4 3x4 0-11-9 0-11-9 2-7-13 1-8-4 -0-11-0 0-11-0 0-11-9 0-11-9 2-7-13 1-8-4 1-5-0 2-4-9 12.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [3:0-6-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job 68_CLAY_CORNER Truss V01 Truss Type GABLE Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821025 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:56 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-0o0OxecoUGZ3wiJSdJQNHiwAlrU6TBUfuQqQ7ezX5Ij Scale = 1:36.6 1 2 3 2x4 5 4 3x4 2x4 2x4 2x4 6-7-6 6-7-6 4-4-2 4-4-2 6-7-6 2-3-4 0-0-4 4-4-2 2-0-14 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) 0.56 0.26 Job 68_CLAY_CORNER Truss V02 Truss Type Valley Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821026 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:56 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-0o0OxecoUGZ3wiJSdJQNHiwGArXhTCVfuQqQ7ezX5Ij Scale = 1:17.4 1 2 3 4 2x4 3x4 2x4 2x4 0-0-4 0-0-4 4-7-6 4-7-2 2-4-2 2-4-2 4-7-6 2-3-4 0-0-4 2-4-2 0-0-4 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) 0.15 Job 68_CLAY_CORNER Truss V03 Truss Type Valley Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821027 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:56 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-0o0OxecoUGZ3wiJSdJQNHiwAOrVVTCvfuQqQ7ezX5Ij Scale: 1/4"=1' 1 2 3 2x4 5 4 2x4 2x4 2x4 2x4 6-3-6 6-3-6 0-0-4 6-3-6 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) 0.52 0.23 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in Job 68_CLAY_CORNER Truss V04 Truss Type Valley Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821028 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:57 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-U?Zm8_dQEahwXrueB1ycqvTMCFqSCf?p74Z_f4zX5Ii Scale = 1:29.4 1 2 3 2x4 2x4 2x4 4-3-6 4-3-6 0-0-4 4-3-6 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) 0.51 0.31 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 68_CLAY_CORNER Truss V05 Truss Type Valley Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821029 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:57 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-U?Zm8_dQEahwXrueB1ycqvTSGFtACf?p74Z_f4zX5Ii Scale = 1:17.3 1 2 3 2x4 2x4 2x4 2-3-6 2-3-6 0-0-4 2-3-6 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) 0.12 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 68_CLAY_CORNER Truss V06 Truss Type Valley Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821030 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:57 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-U?Zm8_dQEahwXrueB1ycqvTLTFrhCf8p74Z_f4zX5Ii Scale = 1:49.5 1 2 3 2x4 5 4 2x4 2x4 2x4 2x4 6-6-6 6-6-6 0-0-4 6-6-6 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) 0.56 0.23 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in Job 68_CLAY_CORNER Truss V07 Truss Type Valley Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821031 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:58 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-yB78MKe3?tpn9?TqkkTrM7?X8fAnx6KyMkJXBWzX5Ih Scale = 1:34.8 1 2 3 2x4 4 3x4 2x4 2x4 0-0-4 0-0-4 8-2-12 8-2-8 4-1-6 4-1-6 8-2-12 4-1-6 0-0-4 4-1-6 0-0-4 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) 0.50 Job 68_CLAY_CORNER Truss V08 Truss Type Valley Qty 1 Ply 1 68 Clay corner Job Reference (optional) I32821032 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 26 10:22:58 2018 Page 1 ID:ivpWJC?0Za7nHgMpH_tWPAyT8a7-yB78MKe3?tpn9?TqkkTrM7?d7fDSx61yMkJXBWzX5Ih Scale: 3/4"=1' 1 2 3 4 2x4 3x4 2x4 2x4 4-2-8 4-2-8 4-2-12 0-0-4 2-1-6 2-1-6 4-2-12 2-1-6 0-0-4 2-1-6 0-0-4 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) 0.12 edge of truss. / 16 " from outside 1 0 - PRODUCT CODE APPROVALS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Failure to Follow Could Cause Property Damage or Personal Injury General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 WEBS edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths WEBS Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0.07 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=89/4-2-4, 3=89/4-2-4, 4=120/4-2-4 Max Horz 1=-43(LC 4) Max Uplift1=-15(LC 7), 3=-15(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 8) BCSI1. 9) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 10) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.31 0.06 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: 19 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=185/8-2-4, 3=185/8-2-4, 4=249/8-2-4 Max Horz 1=-90(LC 4) Max Uplift1=-31(LC 7), 3=-31(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 8) BCSI1. 9) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 10) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=41/6-6-2, 4=126/6-6-2, 5=327/6-6-2 Max Horz 1=186(LC 5) Max Uplift1=-60(LC 4), 4=-56(LC 5), 5=-154(LC 6) Max Grav 1=141(LC 5), 4=126(LC 1), 5=327(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=154. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=77/2-3-2, 3=77/2-3-2 Max Horz 1=58(LC 5) Max Uplift3=-23(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 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 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=157/4-3-2, 3=157/4-3-2 Max Horz 1=118(LC 5) Max Uplift3=-46(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=25/6-3-2, 4=127/6-3-2, 5=322/6-3-2 Max Horz 1=179(LC 5) Max Uplift1=-63(LC 4), 4=-55(LC 5), 5=-152(LC 6) Max Grav 1=138(LC 5), 4=127(LC 1), 5=322(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=152. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.09 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: 10 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 4-7-6 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=100/4-7-12, 3=100/4-7-12, 4=135/4-7-12 Max Horz 1=49(LC 5) Max Uplift1=-17(LC 7), 3=-17(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 8) BCSI1. 9) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 10) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 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 6-7-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=156/6-7-6, 4=72/6-7-6, 5=273/6-7-6 Max Horz 1=119(LC 5) Max Uplift1=-37(LC 7), 4=-65(LC 7), 5=-30(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 8) BCSI1. 9) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 10) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.02 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=80/Mechanical, 7=173/0-3-8 Max Horz 7=73(LC 4) Max Uplift5=-37(LC 4), 7=-25(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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, 7. 6) "Semi-rigid pitchbreaks with fixed 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) 41 lb down and 44 lb up at 0-11-9 on top chord, and 26 lb down at 0-11-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-1(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.51 0.44 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.21 0.03 (loc) 2-8 2-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 88 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud, Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=923/0-3-8, 6=923/0-3-8 Max Horz 2=-34(LC 12) Max Uplift2=-244(LC 5), 6=-244(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1684/518, 3-9=-1365/425, 9-10=-1312/415, 4-10=-1285/411, 4-11=-1285/411, 11-12=-1312/415, 5-12=-1365/425, 5-6=-1684/518 BOT CHORD 2-13=-475/1520, 13-14=-475/1520, 14-15=-475/1520, 8-15=-475/1520, 8-16=-442/1520, 16-17=-442/1520, 17-18=-442/1520, 6-18=-442/1520 WEBS 4-8=-98/579, 5-8=-322/158, 3-8=-322/158 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=244, 6=244. 5) "Semi-rigid pitchbreaks with fixed 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) 42 lb down and 38 lb up at 6-11-8, 42 lb down and 56 lb up at 8-11-8, and 42 lb down and 56 lb up at 10-11-8, and 42 lb down and 38 lb up at 12-11-8 on top chord, and 60 lb down and 49 lb up at 4-11-8, 8 lb down and 23 lb up at 6-11-8, 8 lb down and 29 lb up at 8-11-8, 8 lb down and 29 lb up at 10-11-8, and 8 lb down and 23 lb up at 12-11-8, and 60 lb down and 49 lb up at 14-11-8 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). 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 2-6=-20 Concentrated Loads (lb) Vert: 9=-2(F) 10=-2(F) 11=-2(F) 12=-2(F) 13=-60(F) 14=-5(F) 15=-5(F) 16=-5(F) 17=-5(F) 18=-60(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.02 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=138/Mechanical, 7=222/0-3-8 Max Horz 7=99(LC 4) Max Uplift5=-93(LC 4), 7=-74(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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, 7. 6) "Semi-rigid pitchbreaks with fixed 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) 83 lb down and 107 lb up at 1-9-10 on top chord, and 3 lb down and 24 lb up at 1-9-7, and 8 lb down at 1-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-3(F) 3=-13(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.02 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=134/Mechanical, 7=204/0-3-8 Max Horz 7=74(LC 4) Max Uplift5=-44(LC 4), 7=-56(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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, 7. 6) "Semi-rigid pitchbreaks with fixed 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) 22 lb down and 69 lb up at 1-0-0, and 13 lb down and 35 lb up at 1-10-4 on top chord, and 10 lb up at 1-0-0, and 14 lb down at 1-10-4 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). 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 3=22(B) 6=-9(B) 8=-13(B) 9=6(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.04 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=144/Mechanical, 7=210/0-3-8 Max Horz 7=74(LC 4) Max Uplift5=-43(LC 4), 7=-56(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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, 7. 6) "Semi-rigid pitchbreaks with fixed 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) 22 lb down and 69 lb up at 1-0-0, and 13 lb down and 35 lb up at 2-0-12 on top chord, and 10 lb up at 1-0-0, and 14 lb down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 3=22(F) 6=6(F) 8=-13(F) 9=-9(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.69 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.10 0.01 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 171 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 3-9: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=5682/0-3-8, 7=3901/0-3-8 Max Horz 11=-200(LC 3) Max Uplift11=-473(LC 6), 7=-882(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4384/483, 2-3=-3386/627, 3-4=-3385/625, 4-5=-4023/982, 1-11=-4130/438, 5-7=-3912/937 BOT CHORD 11-12=-181/287, 12-13=-181/287, 10-13=-181/287, 10-14=-357/3039, 9-14=-357/3039, 9-15=-623/2779, 15-16=-623/2779, 8-16=-623/2779 WEBS 3-9=-814/4503, 4-9=-721/602, 4-8=-706/898, 2-9=-1171/48, 2-10=0/1514, 1-10=-279/2918, 5-8=-654/2820 NOTES- (9-12) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=473, 7=882. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1574 lb down and 33 lb up at 0-8-12, 1570 lb down and 29 lb up at 2-8-12, 1570 lb down and 19 lb up at 4-8-12, and 1570 lb down and 40 lb up at 6-8-12, and 2234 lb down and 1173 lb up at 8-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-6=-60, 7-11=-20 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 5-5-0 6.00 12 Plate Offsets (X,Y)-- [2:0-6-9,0-0-4], [4:0-4-8,0-1-12], [8:0-4-0,0-1-8], [10:0-1-12,0-1-8], [11:Edge,0-4-4], [16:0-2-8,0-2-0] 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 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.90 0.82 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.42 -0.61 0.17 (loc) 14-16 12-14 11 l/defl >999 >777 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 199 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 9-10: 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 5-16: 2x4 SPF No.2, 8-11: 2x4 SPF 2100F 1.8E SLIDER Left 2x4 SPF-S Stud 5-1-1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-11-8 max.): 4-10. BOT CHORD Structural wood sheathing directly applied or 5-1-5 oc bracing. WEBS 1 Row at midpt 5-16, 7-12, 8-11 REACTIONS. (lb/size) 11=2254/Mechanical, 2=2402/0-3-8 Max Horz 2=158(LC 4) Max Uplift11=-1161(LC 4), 2=-984(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3936/1751, 3-4=-3812/1775, 4-17=-3385/1624, 17-18=-3384/1624, 18-19=-3384/1624, 5-19=-3384/1624, 5-20=-4569/2349, 20-21=-4569/2349, 21-22=-4569/2349, 22-23=-4569/2349, 6-23=-4569/2349, 6-24=-4569/2349, 7-24=-4569/2349, 7-25=-3517/1827, 25-26=-3517/1827, 26-27=-3517/1827, 8-27=-3517/1827, 10-11=-259/148 BOT CHORD 2-31=-1650/3348, 31-32=-1650/3348, 32-33=-1650/3348, 16-33=-1650/3348, 16-34=-2404/4541, 34-35=-2404/4541, 35-36=-2404/4541, 15-36=-2404/4541, 15-37=-2404/4541, 37-38=-2404/4541, 14-38=-2404/4541, 14-39=-2328/4350, 39-40=-2328/4350, 13-40=-2328/4350, 13-41=-2328/4350, 41-42=-2328/4350, 12-42=-2328/4350, 12-43=-1585/2931, 43-44=-1585/2931, 44-45=-1585/2931, 45-46=-1585/2931, 46-47=-1585/2931, 11-47=-1585/2931 WEBS 4-16=-613/1255, 5-16=-1393/937, 5-14=-46/348, 7-14=-125/407, 7-12=-1170/657, 8-12=-610/1298, 8-11=-3445/1824 NOTES- (11-14) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=1161, 2=984. 7) "Semi-rigid pitchbreaks with fixed 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. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 4x6 5x12 4x6 2-0-0 2-0-0 3-8-6 1-8-6 4-3-2 0-6-12 8-11-1 4-7-15 13-7-0 4-7-15 15-7-0 2-0-0 17-4-8 1-9-8 21-10-8 4-6-0 25-8-10 3-10-2 29-11-2 4-2-8 34-1-10 4-2-8 37-5-8 3-3-14 39-7-8 2-2-0 2-0-0 2-0-0 3-8-6 1-8-6 4-3-2 0-6-12 8-11-1 4-7-15 13-7-0 4-7-15 15-7-0 2-0-0 17-4-8 1-9-8 21-10-8 4-6-0 25-8-10 3-10-2 29-11-2 4-2-8 34-1-10 4-2-8 37-5-8 3-3-14 39-7-8 2-2-0 40-7-8 1-0-0 1-10-3 3-0-15 3-7-0 12-0-0 1-5-0 3-0-0 12-0-0 4.00 12 2.40 12 6.00 12 12.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-12], [3:0-3-0,0-1-5], [4:0-3-0,0-2-8], [7:0-4-0,0-3-4], [9:0-6-8,0-1-12], [10:0-4-4,0-1-12], [11:0-1-4,0-1-8], [13:0-6-4,0-1-12], [18:0-2-12,0-2-8], [22:0-2-8,0-2-0], [24:0-4-0,0-2-8], [25:0-3-8,0-5-0], [28:0-4-12,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.43 0.43 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.69 0.38 (loc) 26 26 16 l/defl >999 >688 n/a L/d 240 180 n/a PLATES MT20 Weight: 299 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 8-23,25-28,9-24,9-22,9-20,10-20,11-20,7-25,1-32: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-6 max.): 9-10, 12-13. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 26-27. WEBS 1 Row at midpt 8-23, 9-22, 9-20, 11-20 2 Rows at 1/3 pts 7-27 REACTIONS. (lb/size) 16=1646/0-3-8, 34=1568/Mechanical Max Horz 34=286(LC 4) Max Uplift16=-126(LC 6), 34=-89(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1969/155, 2-3=-2562/181, 3-4=-2456/176, 4-5=-2756/174, 5-6=-2656/188, 6-7=-2363/195, 7-8=-2729/203, 8-9=-2745/280, 9-10=-1221/182, 10-11=-1812/216, 11-12=-2267/150, 12-13=-2190/118, 13-14=-1461/119, 1-34=-1521/120, 14-16=-1644/138 BOT CHORD 31-32=-286/1800, 30-31=-203/2666, 29-30=-200/2667, 28-29=-134/2434, 24-25=-84/3101, 21-22=-10/1328, 20-21=-10/1328, 19-20=0/1556, 18-19=-41/2247, 17-18=-9/975 WEBS 2-32=-771/48, 7-28=-2426/80, 8-24=-263/116, 2-31=-15/814, 4-29=-266/76, 6-29=0/305, 6-28=-536/100, 25-28=-106/3557, 7-24=-1120/124, 22-24=-14/1575, 9-24=-155/2294, 9-22=-726/61, 9-20=-454/101, 10-20=-106/980, 11-20=-683/193, 11-19=-20/632, 12-19=-866/130, 12-18=-1228/81, 13-18=-46/1718, 13-17=-367/20, 14-17=-22/1089, 4-31=-823/45, 7-25=-65/3063, 32-34=-272/158, 1-32=-135/1993 NOTES- (11-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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) 34 except (jt=lb) 16=126. 7) "Semi-rigid pitchbreaks with fixed 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) 55 lb down and 58 lb up at 37-5-8 on top chord, and 5 lb down and 19 lb up at 37-5-8 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). 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 12) BCSI1. 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 14) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.90 0.92 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.81 0.12 (loc) 7-9 7-9 5 l/defl >623 >252 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 213 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x6 SP No.1 *Except* 2-4: 2x6 SP 2400F 2.0E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 4-7,2-7: 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud, Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, except 2-0-0 oc purlins (3-7-7 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=6964/0-5-8, 5=8144/0-5-8 Max Horz 1=-14(LC 4) Max Uplift1=-469(LC 3), 5=-529(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-21009/1425, 2-10=-20967/1430, 2-11=-22958/1567, 11-12=-22958/1567, 3-12=-22958/1567, 3-13=-22958/1567, 4-13=-22958/1567, 4-14=-20989/1424, 5-14=-21031/1419 BOT CHORD 1-15=-1381/20433, 15-16=-1381/20433, 16-17=-1381/20433, 9-17=-1381/20433, 8-9=-1400/20856, 8-18=-1400/20856, 18-19=-1400/20856, 7-19=-1400/20856, 7-20=-1378/20840, 20-21=-1378/20840, 6-21=-1378/20840, 6-22=-1361/20464, 22-23=-1361/20464, 23-24=-1361/20464, 5-24=-1361/20464 WEBS 2-9=-157/3599, 4-6=-141/3197, 3-7=0/297, 4-7=-199/2394, 2-7=-181/2262 NOTES- (13-16) 1) N/A 2) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 3 rows staggered at 0-2-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-2-0 oc, Except member 3-7 2x4 - 1 row at 0-9-0 oc, member 4-7 2x4 - 1 row at 0-9-0 oc, member 7-2 2x4 - 1 row at 0-9-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=469, 5=529. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 8-4-0 18-3-8 1-4-8 25-6-9 7-3-1 32-9-10 7-3-1 37-5-0 4-7-6 0-11-0 5-2-8 0-7-2 2-0-0 5-2-8 6.00 12 12.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-4-5], [4:0-10-8,0-3-8], [8:0-3-8,0-2-0], [9:0-5-12,0-2-12], [10:0-1-11,Edge], [12:0-5-0,0-2-4], [15:0-8-8,Edge], [16:0-10-4,0-6-0], [19:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.92 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.71 -1.06 0.39 (loc) 17 17 10 l/defl >626 >421 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 241 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 4-7: 2x6 SP 2400F 2.0E, 9-10: 2x4 SPF No.2, 7-9: 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 5-17,6-14: 2x4 SPF No.2, 15-16: 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 16-19,4-16: 2x4 SPF 2100F 1.8E, 12-15,8-15,9-12: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 4-10-5 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except 2-0-0 oc purlins (2-6-14 max.): 4-9. BOT CHORD Structural wood sheathing directly applied or 5-1-2 oc bracing. WEBS 1 Row at midpt 4-16, 12-15, 8-15, 8-12, 9-12 REACTIONS. (lb/size) 10=2061/0-3-8, 2=2173/0-3-8 Max Horz 2=117(LC 4) Max Uplift10=-932(LC 3), 2=-871(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3542/1602, 3-4=-3417/1622, 4-20=-7654/4044, 20-21=-7655/4045, 21-22=-7656/4045, 22-23=-7656/4045, 5-23=-7657/4045, 5-6=-6971/3668, 6-24=-6921/3644, 24-25=-6921/3644, 7-25=-6921/3644, 7-26=-6921/3644, 8-26=-6921/3644, 8-27=-3600/1896, 27-28=-3599/1896, 28-29=-3599/1896, 9-29=-3599/1896, 9-10=-2669/1290 BOT CHORD 2-30=-1471/3005, 30-31=-1471/3005, 31-32=-1471/3005, 19-32=-1471/3005, 5-16=-239/621, 15-16=-4089/7724, 12-40=-889/1770, 40-41=-889/1770, 41-42=-889/1770, 11-42=-889/1770, 11-43=-886/1762, 10-43=-886/1762 WEBS 4-19=-359/274, 16-19=-1412/2908, 4-16=-2714/4877, 5-15=-1287/699, 12-15=-1866/3512, 8-15=-1874/3562, 8-12=-1967/1121, 9-12=-1220/2216, 9-11=-127/387 NOTES- (11-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=932, 2=871. 7) "Semi-rigid pitchbreaks with fixed 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. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.56 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.31 0.03 (loc) 7-8 7-8 6 l/defl >999 >679 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-8,4-6: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-11 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) 8=767/0-3-8, 6=767/0-3-8 Max Horz 8=-37(LC 7) Max Uplift8=-73(LC 6), 6=-73(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1123/140, 3-4=-1123/140, 2-8=-692/184, 4-6=-692/184 BOT CHORD 7-8=-197/869, 6-7=-188/869 WEBS 3-7=0/359, 2-7=-128/391, 4-7=-128/391 NOTES- (6-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.51 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.35 0.02 (loc) 5-6 5-6 5 l/defl >999 >559 n/a L/d 240 180 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-8: 2x4 SPF-S Stud, 3-5: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS. (lb/size) 8=643/0-4-3, 5=717/0-3-8 Max Horz 8=-46(LC 7) Max Uplift8=-30(LC 6), 5=-73(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-957/134, 2-3=-979/133, 1-8=-580/120, 3-5=-639/184 BOT CHORD 5-6=-192/863 WEBS 2-6=0/288, 1-6=-8/628, 3-6=-209/265 NOTES- (6-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 5. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 CSI. TC BC WB (Matrix) 0.27 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.03 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-13 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) 6=173/0-3-8, 4=62/Mechanical, 5=25/Mechanical Max Horz 6=111(LC 6) Max Uplift4=-38(LC 6), 5=-11(LC 6) Max Grav 6=173(LC 1), 4=62(LC 1), 5=48(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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) 4, 5. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 CSI. TC BC WB (Matrix) 0.32 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.03 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-13 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) 6=173/0-3-8, 4=62/Mechanical, 5=25/Mechanical Max Horz 6=132(LC 6) Max Uplift4=-58(LC 6), 5=-17(LC 6) Max Grav 6=173(LC 1), 4=62(LC 1), 5=48(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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) 4, 5. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.70 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.40 0.06 (loc) 2-10 2-10 8 l/defl >999 >603 n/a L/d 240 180 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-7-12, Right 2x4 SPF-S Stud 2-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=852/0-3-8, 8=852/0-3-8 Max Horz 2=-33(LC 5) Max Uplift2=-71(LC 6), 8=-71(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1548/229, 3-4=-1486/248, 4-5=-1217/162, 5-6=-1217/162, 6-7=-1486/248, 7-8=-1548/230 BOT CHORD 2-10=-182/1383, 8-10=-182/1383 WEBS 5-10=0/482, 6-10=-345/139, 4-10=-345/139 NOTES- (6-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 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 0.76 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.80 0.01 (loc) 8-10 8-10 6 l/defl >722 >288 n/a L/d 240 180 n/a PLATES MT20 Weight: 123 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-8,2-10,5-7: 2x3 SPF No.2, 1-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-8, 3-8, 4-8, 4-7, 2-10, 5-6 REACTIONS. (lb/size) 10=767/0-3-8, 6=767/Mechanical Max Horz 10=378(LC 5) Max Uplift10=-2(LC 6), 6=-79(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-296/115, 2-3=-592/185, 3-4=-332/184, 4-5=-284/224, 1-10=-278/100, 5-6=-732/120 BOT CHORD 9-10=-253/456, 8-9=-253/456 WEBS 4-8=-115/388, 4-7=-452/201, 2-10=-501/74, 5-7=-155/529 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.82 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.91 0.01 (loc) 8-10 8-10 6 l/defl >649 >259 n/a L/d 240 180 n/a PLATES MT20 Weight: 125 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-8,2-10,5-7: 2x3 SPF No.2, 1-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 9-0-15 oc bracing. WEBS 1 Row at midpt 2-8, 4-8, 4-7, 2-10, 5-6 REACTIONS. (lb/size) 10=785/0-3-8, 6=785/0-3-8 Max Horz 10=380(LC 5) Max Uplift10=-4(LC 6), 6=-54(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-311/117, 2-3=-604/190, 3-4=-336/189, 4-5=-356/217, 1-10=-290/102, 5-6=-742/113 BOT CHORD 9-10=-250/469, 8-9=-250/469 WEBS 4-8=-109/374, 4-7=-400/163, 2-10=-506/79, 5-7=-133/485 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.86 0.40 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.25 0.01 (loc) 7-9 7-9 5 l/defl >999 >930 n/a L/d 240 180 n/a PLATES MT20 Weight: 89 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-9,4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-6 REACTIONS. (lb/size) 9=785/0-3-8, 5=785/0-3-8 Max Horz 9=217(LC 5) Max Uplift9=-14(LC 6), 5=-14(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-786/114, 2-3=-441/165, 3-4=-786/114, 1-9=-710/99, 4-5=-710/99 BOT CHORD 8-9=-246/274, 7-8=-246/274, 6-7=-76/441 WEBS 1-7=-81/258, 4-6=-84/259 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 5. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 CSI. TC BC WB (Matrix) 0.25 0.07 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=132/Mechanical, 7=215/0-3-8 Max Horz 7=137(LC 5) Max Uplift5=-72(LC 5), 7=-8(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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, 7. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 CSI. TC BC WB (Matrix) 0.15 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=132/Mechanical, 7=215/0-3-8 Max Horz 7=107(LC 5) Max Uplift5=-50(LC 5), 7=-20(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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, 7. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 CSI. TC BC WB (Matrix) 0.15 0.04 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=141/Mechanical, 7=223/0-3-8 Max Horz 7=107(LC 5) Max Uplift5=-48(LC 5), 7=-21(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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, 7. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 CSI. TC BC WB (Matrix) 0.25 0.07 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=141/Mechanical, 7=223/0-3-8 Max Horz 7=137(LC 5) Max Uplift5=-69(LC 5), 7=-10(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) 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, 7. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.79 0.26 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.00 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 56 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-8,4-6: 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) 8=564/0-3-8, 6=564/0-3-8 Max Horz 8=190(LC 5) Max Uplift8=-41(LC 6), 6=-41(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-467/93, 3-4=-467/93, 2-8=-508/107, 4-6=-508/107 BOT CHORD 7-8=-240/253 NOTES- (6-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 33-11-0 6-11-11 39-11-0 6-0-0 0-11-0 7-5-0 1-5-0 7-5-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-1-8], [5:0-5-0,0-2-0], [9:0-4-4,0-1-12], [10:0-3-0,0-1-4], [12:0-3-12,0-1-8] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.93 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.71 0.15 (loc) 14-16 14-16 11 l/defl >999 >668 n/a L/d 240 180 n/a PLATES MT20 Weight: 166 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-5: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-16,8-12: 2x4 SPF No.2, 10-11: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 3-9-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-5 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-16, 8-12 REACTIONS. (lb/size) 2=1646/0-3-8, 11=1590/Mechanical Max Horz 2=188(LC 5) Max Uplift2=-75(LC 6), 11=-20(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2702/291, 3-4=-2596/316, 4-5=-2288/310, 5-6=-2000/313, 6-7=-2159/301, 7-8=-2159/301, 8-9=-1169/210, 9-10=-1761/201, 10-11=-1547/168 BOT CHORD 2-17=-260/2247, 16-17=-260/2247, 15-16=-298/2244, 14-15=-298/2244, 13-14=-254/1966, 12-13=-254/1966 WEBS 4-16=-303/134, 5-16=-3/605, 6-16=-481/134, 8-14=0/481, 8-12=-1185/231, 9-12=-35/820, 10-12=-122/1073 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 8-0-0 0-11-0 9-5-0 1-5-0 9-5-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-1-8], [6:0-4-8,0-1-12], [8:0-8-4,0-1-0], [11:0-2-8,0-1-8], [13:0-2-0,0-1-8] 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) 0.62 0.78 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.44 0.13 (loc) 14-16 14-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 177 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 6-8: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-13,8-13,9-10: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 4-10-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-9 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 6-13, 7-13 REACTIONS. (lb/size) 2=1646/0-3-8, 10=1590/Mechanical Max Horz 2=238(LC 5) Max Uplift2=-94(LC 6), 10=-7(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2677/293, 3-4=-2569/323, 4-5=-2046/272, 5-6=-1930/313, 6-7=-1684/311, 7-8=-1684/311, 8-9=-1776/224, 9-10=-1515/190 BOT CHORD 2-16=-225/2250, 15-16=-225/2250, 14-15=-225/2250, 13-14=-166/1731, 12-13=-59/1134, 11-12=-59/1134 WEBS 4-16=0/335, 4-14=-611/184, 6-14=0/548, 7-13=-491/217, 8-13=-170/923, 9-11=-131/925 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 9 = 16% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 8-11-0 34-9-12 4-10-12 39-11-0 5-1-4 0-11-0 11-5-0 1-5-0 11-5-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [6:0-1-12,0-1-8], [7:0-4-8,0-1-12], [8:0-4-12,0-1-8], [9:0-2-4,0-1-8], [11:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 1.00 0.91 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.74 0.13 (loc) 11-12 14-16 11 l/defl >999 >648 n/a L/d 240 180 n/a PLATES MT20 Weight: 186 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 7-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-16,6-16,9-12,9-11: 2x3 SPF No.2, 10-11: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 4-0-14 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-8-11 max.): 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-16. WEBS 1 Row at midpt 6-14, 8-14, 9-11 REACTIONS. (lb/size) 2=1646/0-3-8, 11=1590/Mechanical Max Horz 2=288(LC 5) Max Uplift2=-109(LC 6), 11=-17(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2678/307, 3-4=-2565/345, 4-5=-2415/307, 5-6=-2334/341, 6-7=-1711/319, 7-8=-1445/324, 8-9=-1642/306, 9-10=-332/117, 10-11=-307/102 BOT CHORD 2-16=-263/2231, 15-16=-151/1918, 14-15=-151/1918, 13-14=-24/1093, 12-13=-24/1093, 11-12=-59/1114 WEBS 6-16=0/497, 6-14=-705/213, 7-14=0/395, 8-14=-103/632, 8-12=-38/356, 9-11=-1522/133 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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 except (jt=lb) 2=109. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 34-6-4 5-2-4 39-11-0 5-4-12 0-11-0 12-0-0 1-5-0 12-0-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [6:0-1-12,0-1-8], [7:0-5-0,0-2-0], [8:0-6-4,0-1-12], [9:0-1-12,0-1-8], [11:Edge,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.99 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.93 0.13 (loc) 11-12 14-16 11 l/defl >999 >511 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 189 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-16,6-16,9-12,9-11: 2x3 SPF No.2, 10-11: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 4-3-7 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-0-6 max.): 7-8. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 6-14, 8-14, 9-12, 9-11 REACTIONS. (lb/size) 2=1646/0-3-8, 11=1590/Mechanical Max Horz 2=302(LC 5) Max Uplift2=-113(LC 6), 11=-24(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2673/307, 3-4=-2555/346, 4-5=-2391/313, 5-6=-2305/340, 6-7=-1620/317, 7-8=-1354/323, 8-9=-1630/317, 9-10=-356/115, 10-11=-325/101 BOT CHORD 2-16=-263/2228, 15-16=-144/1872, 14-15=-144/1872, 13-14=-11/1072, 12-13=-11/1072, 11-12=-61/1119 WEBS 4-16=-262/183, 6-16=0/549, 6-14=-769/229, 7-14=0/378, 8-14=-102/614, 8-12=-55/346, 9-11=-1495/143 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 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 except (jt=lb) 2=113. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 7-2-0 34-6-4 5-2-4 39-11-0 5-4-12 40-10-0 0-11-0 0-11-0 12-0-0 1-5-0 12-0-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [6:0-1-12,0-1-8], [7:0-5-0,0-2-0], [8:0-6-4,0-1-12], [9:0-1-12,0-1-8], [13:Edge,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.99 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.93 0.13 (loc) 13-14 16-18 13 l/defl >999 >511 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 191 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-18,6-18,9-14,9-13: 2x3 SPF No.2, 11-13: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 4-3-7 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-0-8 max.): 7-8. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 6-16, 8-16, 9-14, 9-13 REACTIONS. (lb/size) 2=1646/0-3-8, 13=1655/0-3-8 Max Horz 2=289(LC 5) Max Uplift2=-113(LC 6), 13=-52(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2672/307, 3-4=-2554/347, 4-5=-2389/314, 5-6=-2303/341, 6-7=-1618/318, 7-8=-1353/323, 8-9=-1625/317, 9-10=-317/173, 10-11=-400/150, 11-13=-427/181 BOT CHORD 2-18=-217/2227, 17-18=-101/1870, 16-17=-101/1870, 15-16=0/1070, 14-15=0/1070, 13-14=-14/1112 WEBS 4-18=-262/183, 6-18=0/549, 6-16=-769/229, 7-16=0/378, 8-16=-102/614, 8-14=-55/344, 9-13=-1447/85 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 2=113. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 29-5-8 3-3-14 34-5-4 4-11-12 39-7-8 5-2-4 7-5-3 7-5-3 14-7-13 7-2-11 21-10-8 7-2-11 25-8-10 3-10-2 26-1-10 0-5-0 29-5-8 3-3-14 34-5-4 4-11-12 39-7-8 5-2-4 40-7-8 1-0-0 1-0-12 11-7-0 12-0-0 1-5-0 12-0-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [4:0-1-12,0-1-8], [5:0-6-0,0-2-8], [6:0-4-4,0-1-12], [7:0-3-0,0-2-12], [8:0-6-4,0-1-12], [9:0-1-8,0-1-8], [11:0-2-12,0-1-8], [14:0-2-8,0-1-8], [22:0-2-8,0-2-0], [23:Edge,0-9-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.63 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.38 0.09 (loc) 21-22 19-21 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 229 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-22,2-21,4-21,9-15,9-14,11-14,1-22: 2x3 SPF No.2 11-13,1-23: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-14 max.): 5-6, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-21, 4-19, 5-17, 7-16 REACTIONS. (lb/size) 23=1572/Mechanical, 13=1643/0-3-8 Max Horz 23=288(LC 5) Max Uplift23=-82(LC 6), 13=-77(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2508/305, 2-3=-2140/290, 3-4=-1966/325, 4-5=-1576/318, 5-6=-1223/311, 6-7=-1290/308, 7-8=-1208/295, 8-9=-1603/321, 9-10=-1506/218, 10-11=-1698/195, 11-13=-1592/213, 1-23=-1497/214 BOT CHORD 22-23=-275/300, 21-22=-183/2161, 20-21=-87/1829, 19-20=-87/1829, 18-19=-51/1320, 17-18=-51/1320, 16-17=-32/1217, 15-16=0/1052, 14-15=0/1127 WEBS 2-21=-411/129, 4-21=0/455, 4-19=-775/201, 5-19=-66/697, 5-17=-451/66, 6-17=-91/450, 7-16=-648/142, 8-16=-120/631, 8-15=-87/263, 11-14=0/1065, 1-22=-132/1873 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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) 23, 13. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 14-7-13 7-2-11 21-10-8 7-2-11 25-8-10 3-10-2 28-1-10 2-5-0 31-5-8 3-3-14 35-5-4 3-11-12 39-7-8 4-2-4 40-7-8 1-0-0 1-0-12 9-7-0 12-0-0 1-5-0 12-0-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [4:0-1-12,0-1-8], [5:0-6-0,0-2-8], [6:0-4-4,0-1-12], [7:0-3-0,0-1-12], [8:0-4-4,0-1-12], [14:0-2-8,0-2-0], [20:0-2-8,0-2-0], [21:Edge,0-9-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.63 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.40 0.11 (loc) 19-20 17-19 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 216 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-17,5-17,5-15,6-15: 2x4 SPF No.2, 1-21,10-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-7 max.): 5-6, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-19, 4-17, 5-15, 7-15, 7-14, 9-12 REACTIONS. (lb/size) 21=1572/Mechanical, 12=1643/0-3-8 Max Horz 21=288(LC 5) Max Uplift21=-82(LC 6), 12=-77(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2508/305, 2-3=-2140/289, 3-4=-1965/324, 4-5=-1577/317, 5-6=-1214/306, 6-7=-1722/386, 7-8=-1356/283, 8-9=-1645/287, 9-10=-278/148, 1-21=-1497/214, 10-12=-332/161 BOT CHORD 20-21=-275/300, 19-20=-182/2162, 18-19=-75/1829, 17-18=-75/1829, 16-17=-39/1321, 15-16=-39/1321, 14-15=0/1365, 13-14=0/1099, 12-13=-13/1073 WEBS 2-19=-411/130, 4-19=0/455, 4-17=-775/200, 5-17=-73/691, 5-15=-462/70, 6-15=-213/997, 7-15=-615/193, 7-14=-734/123, 8-14=-117/783, 1-20=-132/1874, 9-12=-1552/91 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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) 21, 12. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 3-10-2 30-1-10 4-5-0 33-5-8 3-3-14 39-7-8 6-2-0 1-0-0 1-0-0 1-7-3 0-7-3 2-0-0 0-4-13 7-9-8 5-9-8 13-7-0 5-9-8 21-10-8 8-3-8 25-8-10 3-10-2 30-1-10 4-5-0 33-5-8 3-3-14 39-7-8 6-2-0 40-7-8 1-0-0 1-6-8 7-7-0 12-0-0 1-5-0 0-8-0 12-0-0 2.40 12 6.00 12 12.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-2-4], [2:0-1-12,0-1-12], [3:0-6-8,0-2-4], [4:0-1-12,0-1-8], [7:0-5-4,0-2-0], [8:0-4-4,0-1-12], [10:0-4-4,0-1-12], [14:0-2-8,0-1-8], [15:0-2-8,0-1-12], [16:0-2-0,0-1-8], [18:0-2-8,0-1-8], [20:0-3-0,0-2-12], [22:0-6-4,0-1-8], [24:0-4-12,0-1-8] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.85 0.74 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.69 0.19 (loc) 18-19 18-19 13 l/defl >999 >683 n/a L/d 240 180 n/a PLATES MT20 Weight: 217 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-23,1-25,11-13: 2x4 SPF-S Stud, 7-20,7-18,7-16,8-16: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-6 max.): 7-8, 9-10. BOT CHORD Structural wood sheathing directly applied or 9-11-10 oc bracing. WEBS 1 Row at midpt 7-20, 7-16, 9-16, 9-15 REACTIONS. (lb/size) 25=1568/Mechanical, 13=1642/0-3-8 Max Horz 25=287(LC 5) Max Uplift25=-85(LC 6), 13=-77(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-902/120, 2-3=-2875/390, 3-4=-2854/336, 4-5=-2372/321, 5-6=-2230/349, 6-7=-2426/504, 7-8=-1213/307, 8-9=-1787/358, 9-10=-1532/269, 10-11=-1729/228, 1-25=-1457/175, 11-13=-1581/222 BOT CHORD 24-25=-271/159, 21-22=-343/2537, 20-21=-196/2487, 17-18=-25/1329, 16-17=-25/1329, 15-16=-15/1544, 14-15=0/1119 WEBS 3-22=-1040/217, 6-20=-469/241, 4-21=0/285, 4-20=-523/107, 18-20=-31/1277, 7-20=-289/1223, 7-18=0/260, 7-16=-494/74, 8-16=-171/960, 9-16=-645/180, 9-15=-864/149, 10-15=-114/1018, 11-14=-15/970, 1-24=-158/1420, 2-24=-1756/193, 2-22=-352/2512, 22-24=-249/798 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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) 25, 13. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 2-0-0 8-3-1 6-3-1 13-7-0 5-3-15 15-7-0 2-0-0 17-4-8 1-9-8 21-10-8 4-6-0 25-8-10 3-10-2 32-1-10 6-5-0 35-5-8 3-3-14 39-7-8 4-2-0 0-8-9 0-8-9 2-0-0 1-3-7 2-11-2 0-11-2 8-3-1 5-3-15 13-7-0 5-3-15 15-7-0 2-0-0 17-4-8 1-9-8 21-10-8 4-6-0 25-8-10 3-10-2 32-1-10 6-5-0 35-5-8 3-3-14 39-7-8 4-2-0 40-7-8 1-0-0 1-10-3 2-1-0 5-7-0 12-0-0 1-5-0 3-0-0 12-0-0 4.00 12 2.40 12 6.00 12 12.00 12 Plate Offsets (X,Y)-- [5:0-1-12,0-1-8], [7:0-4-0,0-2-8], [9:0-5-8,0-2-4], [10:0-6-4,0-1-12], [11:0-4-4,0-2-8], [12:0-4-4,0-1-12], [13:0-3-0,0-1-12], [20:0-2-12,0-1-12], [22:0-3-4,Edge], [23:0-2-8,0-5-0], [26:0-5-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.74 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.76 0.50 (loc) 24 24 15 l/defl >999 >619 n/a L/d 240 180 n/a PLATES MT20 Weight: 226 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-29,23-26,9-20,10-20,10-18: 2x4 SPF No.2 7-25,1-30,13-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-10-10 max.): 9-10, 11-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 24-25. WEBS 1 Row at midpt 8-21, 9-20, 11-18, 11-16 2 Rows at 1/3 pts 7-25 REACTIONS. (lb/size) 30=1571/Mechanical, 15=1642/0-3-8 Max Horz 30=287(LC 5) Max Uplift30=-84(LC 6), 15=-77(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1702/211, 3-4=-1928/229, 4-5=-2805/337, 5-6=-2347/316, 6-7=-2264/343, 7-8=-2697/353, 8-9=-2711/437, 9-10=-1310/321, 10-11=-1845/328, 11-12=-1105/190, 12-13=-1637/210, 13-15=-1596/213 BOT CHORD 29-30=-218/445, 27-28=-280/2596, 26-27=-185/2458, 22-23=-126/3052, 19-20=0/1218, 18-19=0/1218, 17-18=-73/1803, 16-17=-71/1806 WEBS 7-26=-2288/90, 8-22=-252/131, 2-28=-175/1724, 4-28=-1237/196, 5-27=0/303, 5-26=-554/121, 23-26=-150/3406, 7-22=-1104/160, 20-22=-22/1566, 9-22=-202/2276, 9-20=-1053/160, 10-20=-104/425, 10-18=-56/583, 11-18=-760/195, 11-16=-1342/152, 12-16=-96/905, 2-30=-1391/162, 13-16=0/1064, 7-23=-101/2896 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 23 = 12% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) 30, 15. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 37-5-0 6-7-6 0-11-0 7-2-8 0-7-2 7-2-8 6.00 12 12.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-1-8], [5:0-3-8,0-2-4], [9:0-4-4,0-1-12], [10:0-0-8,Edge], [11:0-2-8,0-2-0] 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) 1.00 0.86 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.51 0.14 (loc) 13-15 13-15 10 l/defl >999 >878 n/a L/d 240 180 n/a PLATES MT20 Weight: 146 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 WEDGE Right: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 3-7-13 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-11-13 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-15, 7-11 REACTIONS. (lb/size) 2=1547/0-3-8, 10=1490/0-3-8 Max Horz 2=168(LC 5) Max Uplift2=-74(LC 6), 10=-3(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2510/270, 3-4=-2407/294, 4-5=-2123/291, 5-6=-1837/295, 6-7=-1958/282, 7-8=-1208/219, 8-9=-1210/219, 9-10=-1886/208 BOT CHORD 2-16=-216/2083, 15-16=-216/2083, 14-15=-237/2026, 13-14=-237/2026, 12-13=-198/1812, 11-12=-198/1812, 10-11=-64/1194 WEBS 4-15=-304/126, 5-15=-5/553, 6-15=-414/118, 7-13=0/403, 7-11=-974/205, 9-11=-43/913 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 22-8-5 6-1-5 28-9-10 6-1-5 33-0-10 4-3-0 37-5-0 4-4-6 0-11-0 9-2-8 0-7-2 9-2-8 6.00 12 12.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-1-8], [6:0-5-0,0-2-0], [8:0-4-4,0-1-12], [9:0-1-8,0-1-8], [10:0-0-7,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.74 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.44 0.13 (loc) 15-17 15-17 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 169 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-13,8-13: 2x4 SPF No.2 WEDGE Right: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 4-9-4 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-4-9 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-13, 7-13 REACTIONS. (lb/size) 2=1547/0-3-8, 10=1490/0-3-8 Max Horz 2=218(LC 5) Max Uplift2=-93(LC 6), 10=-14(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2484/272, 3-4=-2379/302, 4-5=-1864/263, 5-6=-1750/292, 6-7=-1512/291, 7-8=-1513/291, 8-9=-1668/278, 9-10=-1913/209 BOT CHORD 2-17=-200/2083, 16-17=-200/2083, 15-16=-200/2083, 14-15=-117/1570, 13-14=-117/1570, 12-13=-33/1112, 11-12=-66/1236, 10-11=-66/1236 WEBS 4-17=0/330, 4-15=-607/179, 6-15=-2/518, 7-13=-406/171, 8-13=-136/756, 8-12=-39/313 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 26-9-10 6-2-10 32-0-10 5-3-0 37-5-0 5-4-6 0-11-0 11-2-8 0-7-2 11-2-8 6.00 12 12.00 12 Plate Offsets (X,Y)-- [6:0-1-12,0-1-8], [7:0-3-0,0-2-0], [8:0-6-4,0-1-12], [9:0-1-8,0-1-8], [10:0-0-7,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.85 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.69 0.12 (loc) 14-16 14-16 10 l/defl >999 >652 n/a L/d 240 180 n/a PLATES MT20 Weight: 171 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 7-14,8-14,8-12: 2x4 SPF No.2 WEDGE Right: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 3-11-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (4-7-5 max.): 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 2=1547/0-3-8, 10=1490/0-3-8 Max Horz 2=268(LC 5) Max Uplift2=-107(LC 6), 10=-23(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2485/284, 3-4=-2374/321, 4-5=-2226/284, 5-6=-2148/317, 6-7=-1528/296, 7-8=-1279/301, 8-9=-1592/307, 9-10=-1909/219 BOT CHORD 2-16=-237/2064, 15-16=-128/1753, 14-15=-128/1753, 13-14=0/1042, 12-13=0/1042, 11-12=-58/1232, 10-11=-58/1232 WEBS 6-16=0/493, 6-14=-708/213, 7-14=0/366, 8-14=-83/556, 8-12=-67/333, 9-12=-289/176 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 2=107. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 26-0-2 3-10-2 31-7-14 5-7-12 37-5-0 5-9-2 0-11-0 12-0-0 0-7-2 12-0-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [6:0-1-12,0-1-8], [7:0-3-0,0-2-0], [8:0-6-4,0-1-12], [10:0-1-8,0-1-8], [11:0-0-7,Edge], [15:0-3-12,0-1-8] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.95 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.84 0.12 (loc) 15-17 15-17 11 l/defl >999 >535 n/a L/d 240 180 n/a PLATES MT20 Weight: 180 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-17,6-17,10-13,10-12: 2x3 SPF No.2 WEDGE Right: 2x4 SPF-S Stud SLIDER Left 2x6 SP No.1 4-3-7 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except 2-0-0 oc purlins (5-4-3 max.): 7-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-15, 10-13 REACTIONS. (lb/size) 2=1552/0-3-8, 11=1490/0-3-8 Max Horz 2=288(LC 5) Max Uplift2=-114(LC 6), 11=-32(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2472/283, 3-4=-2358/323, 4-5=-2190/289, 5-6=-2105/317, 6-7=-1408/291, 7-8=-1162/298, 8-9=-1427/321, 9-10=-1562/277, 10-11=-1907/223 BOT CHORD 2-17=-237/2057, 16-17=-116/1688, 15-16=-116/1688, 14-15=0/1009, 13-14=0/1009, 12-13=-55/1231, 11-12=-55/1231 WEBS 4-17=-278/184, 6-17=-0/553, 6-15=-783/233, 7-15=-16/344, 8-15=-75/586, 8-13=-101/277, 10-13=-336/187, 10-12=0/272 NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 2=114. 6) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 5-9-2 8-1-2 8-1-2 15-11-11 7-10-10 17-4-8 1-4-13 21-10-8 4-6-0 25-8-10 3-10-2 31-4-6 5-7-12 37-1-8 5-9-2 1-0-12 12-0-0 0-7-2 3-0-0 12-0-0 6.00 12 12.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [6:0-6-8,0-1-12], [7:0-4-4,0-1-12], [9:0-1-8,0-1-8], [10:Edge,0-2-8], [16:0-3-0,0-2-12], [18:Edge,0-2-8], [19:0-3-8,0-1-12], [20:Edge,0-9-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.71 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.58 0.27 (loc) 18 18-19 10 l/defl >999 >757 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 4-18,5-15: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-13,6-12,7-12: 2x4 SPF No.2, 1-20: 2x4 SPF-S Stud WEDGE Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-9-13 max.): 6-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 6-13, 6-12, 9-12 REACTIONS. (lb/size) 20=1473/Mechanical, 10=1473/0-3-8 Max Horz 20=287(LC 5) Max Uplift20=-80(LC 6), 10=-31(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2342/284, 2-3=-2810/314, 3-4=-2698/352, 4-5=-2397/371, 5-6=-2391/419, 6-7=-1001/281, 7-8=-1407/316, 8-9=-1541/273, 9-10=-1882/222, 1-20=-1396/204 BOT CHORD 19-20=-276/319, 4-17=-58/931, 16-17=-118/2411, 12-13=-6/1132, 11-12=-54/1214, 10-11=-54/1214 WEBS 2-19=-801/205, 17-19=-223/2127, 2-17=0/415, 4-16=-1169/215, 13-16=-10/1354, 6-16=-218/2096, 6-13=-651/57, 6-12=-517/100, 7-12=-123/724, 9-12=-331/189, 9-11=0/259, 1-19=-101/1698 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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) 20, 10. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 5-7-12 37-1-8 5-9-2 1-0-8 1-0-8 2-0-0 0-11-8 7-9-8 5-9-8 13-7-0 5-9-8 21-10-8 8-3-8 25-8-10 3-10-2 31-4-6 5-7-12 37-1-8 5-9-2 1-4-8 12-0-0 0-7-2 0-8-0 12-0-0 2.41 12 6.00 12 12.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-3-4], [4:0-1-12,0-1-8], [7:0-5-4,0-2-0], [8:0-4-4,0-1-12], [10:0-1-8,0-1-8], [11:Edge,0-2-8], [17:0-3-0,0-2-12], [20:Edge,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.96 0.98 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.55 0.20 (loc) 15-16 15-16 11 l/defl >999 >807 n/a L/d 240 180 n/a PLATES MT20 Weight: 190 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-20,6-16: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 7-17,7-15,7-13,8-13: 2x4 SPF No.2, 1-21: 2x4 SPF-S Stud WEDGE Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-5-11 max.): 7-8. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 7-17, 7-13, 10-13 REACTIONS. (lb/size) 11=1473/0-3-8, 21=1473/Mechanical Max Horz 21=286(LC 5) Max Uplift11=-31(LC 6), 21=-80(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2475/324, 3-4=-2646/322, 4-5=-2148/294, 5-6=-2005/323, 6-7=-2202/479, 7-8=-1000/282, 8-9=-1406/318, 9-10=-1541/274, 10-11=-1883/222 BOT CHORD 20-21=-203/951, 19-20=-203/1015, 3-19=-376/120, 18-19=-355/2456, 17-18=-223/2298, 6-17=-473/244, 14-15=-4/1144, 13-14=-4/1144, 12-13=-54/1214, 11-12=-54/1214 WEBS 2-20=-1161/244, 2-19=-331/2438, 4-18=0/297, 4-17=-529/114, 15-17=-36/973, 7-17=-286/1205, 7-13=-561/91, 8-13=-138/750, 10-13=-333/188, 10-12=0/265, 2-21=-1609/176 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 16% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, 21. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 3-10-2 31-4-6 5-7-12 37-1-8 5-9-2 2-0-0 2-0-0 2-4-9 0-4-9 7-11-13 5-7-3 13-7-0 5-7-3 21-10-8 8-3-8 25-8-10 3-10-2 31-4-6 5-7-12 36-8-11 5-4-4 37-1-8 0-4-13 1-9-5 12-0-0 0-7-2 0-8-0 12-0-0 2.41 12 6.00 12 12.00 12 Plate Offsets (X,Y)-- [1:0-2-4,0-1-12], [3:0-2-10,0-2-7], [4:0-1-12,0-1-8], [7:0-5-4,0-2-0], [8:0-4-4,0-1-12], [10:0-1-8,0-1-8], [11:Edge,0-2-8], [17:0-3-8,0-2-8], [18:0-2-8,0-1-8], [19:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.96 0.71 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.55 0.17 (loc) 15-16 15-16 11 l/defl >999 >809 n/a L/d 240 180 n/a PLATES MT20 Weight: 192 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 2-21,6-16: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 7-17,7-15,7-13,8-13: 2x4 SPF No.2, 1-22: 2x4 SPF-S Stud WEDGE Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-5-10 max.): 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-17, 7-13, 10-13 REACTIONS. (lb/size) 11=1473/0-3-8, 22=1473/Mechanical Max Horz 22=285(LC 5) Max Uplift11=-31(LC 6), 22=-81(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2044/262, 2-3=-2530/314, 3-4=-2617/321, 4-5=-2144/295, 5-6=-2006/323, 6-7=-2201/478, 7-8=-1000/282, 8-9=-1406/317, 9-10=-1541/274, 10-11=-1883/222, 1-22=-1426/183 BOT CHORD 2-20=-901/58, 19-20=-264/2062, 18-19=-298/2430, 17-18=-220/2281, 6-17=-468/241, 14-15=-4/1144, 13-14=-4/1144, 12-13=-54/1214, 11-12=-54/1214 WEBS 4-18=0/292, 4-17=-519/113, 15-17=-36/972, 7-17=-285/1204, 7-13=-561/91, 8-13=-139/750, 10-13=-333/188, 10-12=0/265, 3-19=-900/194, 2-19=-111/994, 1-20=-252/2171, 20-22=-260/118 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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, 22. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 4-11-3 21-10-8 8-3-8 25-8-10 3-10-2 31-4-6 5-7-12 37-1-8 5-9-2 2-0-0 2-0-0 2-5-13 0-5-13 3-8-11 1-2-14 8-7-13 4-11-3 13-7-0 4-11-3 21-10-8 8-3-8 25-8-10 3-10-2 31-4-6 5-7-12 37-1-8 5-9-2 1-10-3 2-8-2 12-0-0 0-7-2 0-8-0 12-0-0 4.00 12 2.41 12 6.00 12 12.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [6:0-1-12,0-1-8], [8:0-5-4,0-2-0], [9:0-4-4,0-1-12], [11:0-1-8,0-1-8], [12:Edge,0-2-8], [18:0-3-0,0-2-12], [20:0-3-12,0-1-8], [21:0-3-12,0-1-8], [22:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.96 0.64 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.54 0.17 (loc) 16-17 16-17 12 l/defl >999 >817 n/a L/d 240 180 n/a PLATES MT20 Weight: 197 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 2-22: 2x6 SP No.1, 7-17: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 8-18,8-16,8-14,9-14: 2x4 SPF No.2, 1-23: 2x4 SPF-S Stud WEDGE Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-5-9 max.): 8-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22. WEBS 1 Row at midpt 8-18, 8-14, 11-14 REACTIONS. (lb/size) 23=1473/Mechanical, 12=1473/0-3-8 Max Horz 23=287(LC 5) Max Uplift23=-81(LC 6), 12=-31(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1137/151, 2-3=-2291/278, 3-4=-2368/294, 4-5=-2539/307, 5-6=-2435/320, 6-7=-2127/325, 7-8=-2198/477, 8-9=-1000/281, 9-10=-1406/317, 10-11=-1541/274, 11-12=-1883/221, 1-23=-1465/178 BOT CHORD 22-23=-268/131, 21-22=-963/110, 2-21=-980/108, 20-21=-269/1561, 19-20=-287/2452, 18-19=-203/2218, 7-18=-459/236, 15-16=-4/1144, 14-15=-4/1144, 13-14=-54/1214, 12-13=-54/1214 WEBS 2-20=-56/766, 3-20=-55/411, 4-20=-791/139, 4-19=-260/94, 6-19=0/306, 6-18=-480/100, 16-18=-42/961, 8-18=-285/1201, 8-14=-561/91, 9-14=-139/750, 11-14=-333/188, 11-13=0/265, 1-22=-148/1408 NOTES- (9-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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) 23, 12. 7) "Semi-rigid pitchbreaks with fixed 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) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 10) BCSI1. 11) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 12) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 (Matrix) 0.03 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=133/2-4-2, 4=111/2-4-2 Max Horz 2=22(LC 5) Max Uplift2=-27(LC 6), 4=-13(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 BC WB (Matrix) 0.07 0.08 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-11-0. (lb) - Max Horz 1=-52(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 2, 5 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 5, 7 except 2=253(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 2, 5. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 13) BCSI1. 14) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 15) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.09 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=152/5-8-0, 6=149/5-8-0, 8=209/5-8-0 Max Horz 2=26(LC 5) Max Uplift2=-33(LC 6), 6=-22(LC 7), 8=-13(LC 5) Max Grav 2=152(LC 1), 6=154(LC 11), 8=214(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 8. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 CSI. TC BC WB (Matrix) 0.08 0.09 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 6 6 5 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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) 2=144/5-8-0, 5=141/5-8-0, 7=225/5-8-0 Max Horz 2=50(LC 5) Max Uplift2=-21(LC 6), 5=-17(LC 7), 7=-23(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 7. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.07 0.09 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=157/5-8-0, 6=153/5-8-0, 8=200/5-8-0 Max Horz 2=30(LC 5) Max Uplift2=-33(LC 6), 6=-24(LC 7), 8=-10(LC 5) Max Grav 2=157(LC 1), 6=161(LC 11), 8=209(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 8. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 (Matrix) 0.15 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=237/0-3-0, 4=157/0-1-8 Max Horz 5=67(LC 5) Max Uplift5=-46(LC 4), 4=-17(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 2-5 2-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-2-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=116/Mechanical, 2=224/0-3-8, 5=41/Mechanical Max Horz 2=50(LC 4) Max Uplift4=-47(LC 4), 2=-34(LC 4) Max Grav 4=116(LC 1), 2=224(LC 1), 5=81(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.25 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 2-5 2-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 2-2-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=116/Mechanical, 2=224/0-3-8, 5=41/Mechanical Max Horz 2=50(LC 4) Max Uplift4=-47(LC 4), 2=-34(LC 4) Max Grav 4=116(LC 1), 2=224(LC 1), 5=81(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 Vert(TL) Horz(TL) in 0.01 -0.01 -0.03 (loc) 3-4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=116/0-4-9, 2=83/Mechanical, 3=32/Mechanical Max Horz 4=81(LC 6) Max Uplift2=-60(LC 6), 3=-2(LC 6) Max Grav 4=116(LC 1), 2=83(LC 1), 3=57(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.04 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: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-1/Mechanical, 5=279/0-6-5, 4=10/Mechanical Max Horz 5=51(LC 6) Max Uplift3=-15(LC 5), 5=-80(LC 6) Max Grav 3=5(LC 4), 5=279(LC 1), 4=35(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) 3, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 Horz(TL) in -0.00 -0.01 -0.00 (loc) 1-3 1-3 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=73/Mechanical, 3=24/Mechanical, 1=97/0-3-8 Max Horz 1=87(LC 6) Max Uplift2=-73(LC 6) Max Grav 2=73(LC 1), 3=48(LC 2), 1=97(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.25 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=203/0-4-3, 3=48/Mechanical, 4=21/Mechanical Max Horz 5=112(LC 6) Max Uplift5=-4(LC 6), 3=-44(LC 6), 4=-11(LC 6) Max Grav 5=203(LC 1), 3=48(LC 1), 4=45(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.14 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=215/0-3-8, 3=100/Mechanical, 4=37/Mechanical Max Horz 5=174(LC 6) Max Uplift3=-79(LC 6), 4=-30(LC 6) Max Grav 5=215(LC 1), 3=100(LC 1), 4=74(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 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=73/Mechanical, 4=29/Mechanical Max Horz 5=76(LC 6) Max Uplift5=-22(LC 6), 3=-36(LC 6) Max Grav 5=186(LC 1), 3=73(LC 1), 4=54(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.04 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: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-1/Mechanical, 5=279/0-6-5, 4=10/Mechanical Max Horz 5=51(LC 6) Max Uplift3=-15(LC 5), 5=-80(LC 6) Max Grav 3=5(LC 4), 5=279(LC 1), 4=35(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) 3, 5. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.16 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.00 (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 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 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=223/0-3-8, 3=107/Mechanical, 4=39/Mechanical Max Horz 5=181(LC 6) Max Uplift3=-85(LC 6), 4=-28(LC 6) Max Grav 5=223(LC 1), 3=107(LC 1), 4=78(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 2-5 2-5 4 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 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-11-5 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=98/Mechanical, 2=220/0-3-11, 5=36/Mechanical Max Horz 2=38(LC 3) Max Uplift4=-38(LC 3), 2=-43(LC 3) Max Grav 4=98(LC 1), 2=220(LC 1), 5=72(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed 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) 11 lb up at 2-3-8 on top chord, and at 2-3-8 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). 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 2-5=-20 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 2-5 2-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x3 SPF No.2 1-5-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=69/Mechanical, 2=169/0-3-8, 5=26/Mechanical Max Horz 2=29(LC 4) Max Uplift4=-27(LC 4), 2=-35(LC 4) Max Grav 4=69(LC 1), 2=169(LC 1), 5=52(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.08 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 2-5 2-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x3 SPF No.2 1-5-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=67/Mechanical, 2=167/0-3-8, 5=26/Mechanical Max Horz 2=29(LC 4) Max Uplift4=-27(LC 4), 2=-35(LC 4) Max Grav 4=67(LC 1), 2=167(LC 1), 5=51(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 2 2-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=44/Mechanical, 2=144/0-3-8, 5=19/Mechanical Max Horz 2=27(LC 4) Max Uplift4=-20(LC 4), 2=-33(LC 4) Max Grav 4=44(LC 1), 2=144(LC 1), 5=38(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 2 2-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=47/Mechanical, 2=147/0-3-8, 5=20/Mechanical Max Horz 2=28(LC 4) Max Uplift4=-22(LC 4), 2=-33(LC 4) Max Grav 4=47(LC 1), 2=147(LC 1), 5=40(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 2-5 2-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-7-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=81/Mechanical, 2=183/0-3-8, 5=30/Mechanical Max Horz 2=38(LC 4) Max Uplift4=-34(LC 4), 2=-33(LC 4) Max Grav 4=81(LC 1), 2=183(LC 1), 5=60(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 7) BCSI1. 8) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 9) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 (Matrix) 0.21 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 2-5 2-5 4 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 SPF No.2 BOT CHORD 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-11-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=97/Mechanical, 2=219/0-3-11, 5=36/Mechanical Max Horz 2=38(LC 3) Max Uplift4=-37(LC 3), 2=-43(LC 3) Max Grav 4=97(LC 1), 2=219(LC 1), 5=72(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) "Semi-rigid pitchbreaks with fixed 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) 9 lb up at 2-2-3 on top chord, and at 2-2-3 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). 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 2-5=-20 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0-11-0 0-9-0 3-8-13 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) 0.11 0.09 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 141 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 17-11-0. (lb) - Max Horz 25=37(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 25, 14, 20, 21, 22, 23, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joint(s) 25, 14, 19, 20, 21, 22, 18, 17, 16 except 23=254(LC 10), 15=254(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 14, 20, 21, 22, 23, 18, 17, 16, 15. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.03 0.09 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: 111 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-8 REACTIONS. All bearings 8-3-6. (lb) - Max Horz 1=236(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 8, 9, 10, 11, 12, 13 Max Grav All reactions 250 lb or less at joint(s) 1, 8, 9, 10, 11, 12, 13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-254/140 NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8, 9, 10, 11, 12, 13. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 TC BC WB (Matrix) 0.71 0.04 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 7-2-6. (lb) - Max Horz 1=206(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 8, 9, 10, 11 Max Grav All reactions 250 lb or less at joint(s) 1, 7, 8, 9, 10, 11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 8, 9, 10, 11. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 9) BCSI1. 10) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 11) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.53 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.35 0.01 (loc) 8-9 8-9 7 l/defl >999 >670 n/a L/d 240 180 n/a PLATES MT20 Weight: 534 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-9,4-8,6-7: 2x4 SPF No.2, 1-12: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 5-8, 6-7 REACTIONS. (lb/size) 12=785/0-3-8, 7=785/0-3-8 Max Horz 12=334(LC 5) Max Uplift12=-5(LC 6), 7=-111(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-789/100, 2-3=-662/178, 3-4=-396/170, 1-12=-737/79, 6-7=-826/93 BOT CHORD 11-12=-325/242, 10-11=-237/500, 9-10=-237/500, 8-9=-162/336 WEBS 4-8=-492/180, 1-11=0/457, 6-8=-130/667 NOTES- (11-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 7=111. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 12) BCSI1. 13) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 14) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 2x4 2x4 2x4 2x4 2x4 2x4 19-11-0 19-11-0 5-8-4 5-8-4 14-2-12 8-6-8 19-11-0 5-8-4 20-10-0 0-11-0 1-5-0 7-1-4 1-5-0 7-1-4 12.00 12 Plate Offsets (X,Y)-- [6:0-4-8,0-2-0], [13:0-4-4,0-1-12] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.11 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 18 18 19 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 331 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 17-19: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-13. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 19-11-0. (lb) - Max Horz 35=-188(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 24, 25, 26, 27, 28, 32, 33, 22, 21 except 35=-184(LC 4), 19=-116(LC 5), 34=-157(LC 5), 20=-135(LC 4) Max Grav All reactions 250 lb or less at joint(s) 35, 19, 23, 24, 25, 26, 27, 28, 29, 30, 32, 33, 34, 22, 21, 20 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 25, 26, 27, 28, 32, 33, 22, 21 except (jt=lb) 35=184, 19=116, 34=157, 20=135. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 13) BCSI1. 14) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 15) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 6-4-12 12-9-8 6-4-12 13-8-8 0-11-0 1-5-0 7-9-12 1-5-0 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) 0.21 0.11 0.39 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 180 120 n/a PLATES MT20 Weight: 190 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 12-9-8. (lb) - Max Horz 24=190(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-191(LC 4), 14=-173(LC 5), 23=-184(LC 5), 15=-172(LC 4) Max Grav All reactions 250 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 except 19=254(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-19=-289/0 NOTES- (10-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 18, 17, 16 except (jt=lb) 24=191, 14=173, 23=184, 15=172. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.72 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-1/Mechanical, 5=393/0-8-13, 4=19/Mechanical Max Horz 5=50(LC 5) Max Uplift3=-37(LC 8), 5=-132(LC 3) Max Grav 3=12(LC 13), 5=393(LC 1), 4=64(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-345/154 NOTES- (10-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) 3 except (jt=lb) 5=132. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb up at 1-10-10 on top chord, and 27 lb down at 1-10-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=-14(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018 0.72 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-1/Mechanical, 5=393/0-8-13, 4=19/Mechanical Max Horz 5=50(LC 5) Max Uplift3=-37(LC 8), 5=-132(LC 3) Max Grav 3=12(LC 13), 5=393(LC 1), 4=64(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-345/154 NOTES- (10-13) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) 3 except (jt=lb) 5=132. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb up at 1-10-10 on top chord, and 27 lb down at 1-10-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See 11) BCSI1. 12) 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in 13) accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=-14(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. March 26,2018