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HomeMy WebLinkAboutI32316140.310_West_clay_chelmsfordRe: Liu, Xuegang Pages or sheets covered by this seal: I32316140 thru I32316222 My license renewal date for the state of Indiana is July 31, 2018. 310_West_clay_chelmsford 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: 310 WEST CLAY CHELMSFORD 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. February 2,2018 Job 310_WEST_CLAY_CHELMS~D Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316140 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:51 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-pE0pCAAHS4IQDqQ639?C0tizSdKQGlQsLWSM02zpSZM Scale = 1:15.5 1 2 3 4 7 6 5 2x4 2x4 2x4 2x4 2-8-13 2-8-13 2-9-15 0-1-2 -1-3-9 1-3-9 2-9-15 2-9-15 1-2-0 2-0-0 1-7-8 0-4-2 0-4-8 3.54 12 1.77 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 Job 310_WEST_CLAY_CHELMS~D Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316141 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:51 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-pE0pCAAHS4IQDqQ639?C0tizSdKQGlQsLWSM02zpSZM Scale = 1:15.5 1 2 3 4 7 6 5 2x4 2x4 2x4 2x4 2-8-13 2-8-13 2-9-15 0-1-2 -1-3-9 1-3-9 2-9-15 2-9-15 1-2-0 2-0-0 1-7-8 0-4-2 0-4-8 3.54 12 1.77 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 Job 310_WEST_CLAY_CHELMS~D Truss CG03 Truss Type Diagonal Hip Girder Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316142 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:51 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-pE0pCAAHS4IQDqQ639?C0tiyWdJmGlQsLWSM02zpSZM Scale = 1:17.6 1 2 4 7 5 3 6 2x4 2x4 2-8-1 2-8-1 2-9-15 0-1-14 -1-3-9 1-3-9 2-9-15 2-9-15 1-4-0 2-4-0 2-3-10 1-11-6 2-4-0 4.24 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC Job 310_WEST_CLAY_CHELMS~D Truss CG04 Truss Type Jack-Open Girder Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316143 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:52 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-HQaBPWBvDOQHr_?IdsWRZ5E8B0gG?Cg?aABvYVzpSZL Scale: 3/4"=1' 1 2 3 5 8 6 4 7 2x4 2x4 3x4 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 -1-3-9 1-3-9 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 0-11-0 1-5-0 2-1-0 2-0-8 1-7-14 2-1-0 4.24 12 5.66 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 310_WEST_CLAY_CHELMS~D Truss CG05 Truss Type Jack-Open Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316144 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:52 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-HQaBPWBvDOQHr_?IdsWRZ5E8B0gG?Cg?aABvYVzpSZL Scale: 3/4"=1' 1 2 3 5 8 6 4 7 2x4 2x4 3x4 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 -1-3-9 1-3-9 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 0-11-0 1-5-0 2-1-0 2-0-8 1-7-14 2-1-0 4.24 12 5.66 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 310_WEST_CLAY_CHELMS~D Truss CG06 Truss Type Jack-Open Girder Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316145 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:52 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-HQaBPWBvDOQHr_?IdsWRZ5E8B0gG?Cg?aABvYVzpSZL Scale: 3/4"=1' 1 2 3 5 8 6 4 7 2x4 2x4 3x4 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 -1-3-9 1-3-9 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 0-11-0 1-5-0 2-1-0 2-0-8 1-7-14 2-1-0 4.24 12 5.66 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Job 310_WEST_CLAY_CHELMS~D Truss CG07 Truss Type Diagonal Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316146 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:53 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-ld8adsCX_hY8T8aUBa1g6InKDQ0Zkfw8oqxS5xzpSZK Scale: 3/4"=1' 1 2 3 5 7 4 6 2x4 2x4 3x4 1-5-0 1-5-0 2-9-15 1-5-0 -1-3-9 1-3-9 1-5-0 1-5-0 2-9-3 1-4-4 2-9-15 0-0-12 0-11-0 1-5-0 2-1-0 4.24 12 5.66 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job 310_WEST_CLAY_CHELMS~D Truss CG08 Truss Type Diagonal Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316147 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:53 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-ld8adsCX_hY8T8aUBa1g6InKDQ0Zkfw8oqxS5xzpSZK Scale: 3/4"=1' 1 2 3 5 7 4 6 2x4 2x4 3x4 1-5-0 1-5-0 2-9-15 1-5-0 -1-3-9 1-3-9 1-5-0 1-5-0 2-9-3 1-4-4 2-9-15 0-0-12 0-11-0 1-5-0 2-1-0 4.24 12 5.66 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job 310_WEST_CLAY_CHELMS~D Truss GE01 Truss Type GABLE Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316148 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:53 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-ld8adsCX_hY8T8aUBa1g6InHRQ?Uket8oqxS5xzpSZK Scale = 1:49.2 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 3x4 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 -0-11-0 0-11-0 10-11-8 10-11-8 1-4-0 6-9-12 6.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL Job 310_WEST_CLAY_CHELMS~D Truss J01 Truss Type Jack-Open Girder Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316149 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:54 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-DpiyqCD9l?g?4I9hkHYveWKTTqJQT6AI1Ug0dNzpSZJ Scale = 1:15.4 1 2 3 7 6 4 5 2x4 2x4 3x4 3x4 2-0-0 2-0-0 2-1-8 0-1-8 4-0-0 1-10-8 -0-11-0 0-11-0 2-0-0 2-0-0 4-0-0 2-0-0 1-2-0 2-0-0 1-7-7 1-8-8 0-4-9 5.00 12 2.50 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Job 310_WEST_CLAY_CHELMS~D Truss J02 Truss Type Jack-Open Qty 4 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316150 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:54 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-DpiyqCD9l?g?4I9hkHYveWKSmqLkT6AI1Ug0dNzpSZJ Scale = 1:20.5 1 2 5 3 4 3x6 2x4 -0-11-0 0-11-0 4-0-0 4-0-0 1-2-0 2-10-0 2-0-12 2-5-9 0-9-4 5.00 12 2.50 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.12 Job 310_WEST_CLAY_CHELMS~D Truss J03 Truss Type Jack-Open Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316151 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:54 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-DpiyqCD9l?g?4I9hkHYveWKUkqMtT6AI1Ug0dNzpSZJ Scale = 1:15.6 1 2 5 3 4 2x4 2x4 -0-11-0 0-11-0 2-0-0 2-0-0 1-2-0 2-0-0 1-7-12 1-7-9 0-4-4 5.00 12 2.50 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.05 Job 310_WEST_CLAY_CHELMS~D Truss J06A Truss Type Jack-Open Qty 5 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316152 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:55 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-i?GK2YDnWJosiRjtI?48Bjsg_EiKCZQRG8QZ9qzpSZI Scale: 3/4"=1' 1 2 3 6 4 2x4 5 2x4 3x4 1-0-0 1-0-0 2-0-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-0-0 1-0-0 0-11-0 1-5-0 2-1-0 1-7-13 2-1-0 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 310_WEST_CLAY_CHELMS~D Truss J06B Truss Type Jack-Open Qty 4 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316153 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:55 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-i?GK2YDnWJosiRjtI?48BjsfpEhpCZQRG8QZ9qzpSZI Scale = 1:17.7 1 2 5 3 4 2x4 2x4 2-0-0 2-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 1-4-0 2-4-0 1-11-5 2-4-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.07 Job 310_WEST_CLAY_CHELMS~D Truss J06C Truss Type Jack-Open Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316154 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:55 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-i?GK2YDnWJosiRjtI?48BjsfpEhpCZQRG8QZ9qzpSZI Scale = 1:17.7 1 2 5 3 4 2x4 2x4 2-0-0 2-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 1-4-0 2-4-0 1-11-5 2-4-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.07 Job 310_WEST_CLAY_CHELMS~D Truss J07 Truss Type Jack-Closed Girder Qty 5 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316155 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:56 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-ACqiFuEPHcwjKbI3sibNjxPpLe1Mx?VbUo97hGzpSZH Scale: 3/4"=1' 1 2 3 4 5 6 11 10 9 8 2x4 7 2x4 4x6 4x6 2x4 2x4 2x4 2x4 1-0-0 1-0-0 2-0-0 1-0-0 4-0-0 2-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-0-0 1-0-0 4-0-0 2-0-0 0-11-0 1-5-0 2-1-0 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job 310_WEST_CLAY_CHELMS~D Truss J08 Truss Type Jack-Open Qty 39 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316156 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:56 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-ACqiFuEPHcwjKbI3sibNjxPp4e1Px?fbUo97hGzpSZH Scale: 1/2"=1' 1 2 3 4 6 5 2x4 2x4 3x4 2x4 2x4 4-0-0 4-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 4-0-0 3-0-0 0-11-0 1-5-0 3-5-0 3-1-8 0-3-8 3-5-0 6.00 12 8.00 12 Plate Offsets (X,Y)-- [5:0-1-13,0-0-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job 310_WEST_CLAY_CHELMS~D Truss J08A Truss Type MONO TRUSS Qty 13 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316157 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:56 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-ACqiFuEPHcwjKbI3sibNjxPpae1Rx?fbUo97hGzpSZH Scale = 1:23.6 1 2 3 5 4 2x4 2x4 2x4 2x4 4-0-0 4-0-0 -0-11-0 0-11-0 4-0-0 4-0-0 1-4-0 3-4-0 3-0-8 0-3-8 3-4-0 6.00 12 Plate Offsets (X,Y)-- [4:0-2-0,0-0-5] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC Job 310_WEST_CLAY_CHELMS~D Truss J09 Truss Type Jack-Closed Girder Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316158 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:57 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-eOO4TEF22w3axltFQQ6cG8y_?1McgSikjSvgEizpSZG Scale: 3/4"=1' 1 2 3 4 5 6 11 10 9 8 2x4 7 3x4 4x6 4x6 2x4 2x4 3x4 2x4 1-0-0 1-0-0 2-0-0 1-0-0 4-0-0 2-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-0-0 1-0-0 4-0-0 2-0-0 0-11-0 1-5-0 2-1-0 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job 310_WEST_CLAY_CHELMS~D Truss J10 Truss Type Jack-Open Qty 3 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316159 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:57 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-eOO4TEF22w3axltFQQ6cG8y_h1MRgSgkjSvgEizpSZG Scale: 1/2"=1' 1 2 3 7 6 4 5 2x4 2x4 4x6 2x4 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 0-11-0 1-5-0 3-5-0 2-11-13 3-5-0 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 Job 310_WEST_CLAY_CHELMS~D Truss J11 Truss Type Jack-Open Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316160 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:57 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-eOO4TEF22w3axltFQQ6cG8y?T1NogSvkjSvgEizpSZG Scale: 3/4"=1' 1 2 3 6 4 2x4 5 2x4 3x4 1-0-0 1-0-0 2-0-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-0-0 1-0-0 0-11-0 1-5-0 2-1-0 1-7-13 2-1-0 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 310_WEST_CLAY_CHELMS~D Truss J21 Truss Type Jack-Open Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316161 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:58 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-6axTgZGgpEBRZvSSz7drpMU9fRh6Pvwuy6eDm8zpSZF Scale: 3/4"=1' 1 2 3 4 5 9 8 7 6 2x4 2x4 4x6 4x6 2x4 5x6 2x4 2x4 1-0-0 1-0-0 2-1-8 1-1-8 4-0-0 1-10-8 -0-11-0 0-11-0 1-0-0 1-0-0 2-0-0 1-0-0 4-0-0 2-0-0 0-11-0 1-5-0 2-1-0 1-2-0 0-11-0 6.00 12 8.00 12 6.00 12 Plate Offsets (X,Y)-- [4:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 310_WEST_CLAY_CHELMS~D Truss J22 Truss Type Jack-Open Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316162 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:58 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-6axTgZGgpEBRZvSSz7drpMU9fRh6Pvwuy6eDm8zpSZF Scale: 3/4"=1' 1 2 3 4 5 9 8 7 6 2x4 2x4 4x6 4x6 2x4 5x6 2x4 2x4 1-0-0 1-0-0 2-1-8 1-1-8 4-0-0 1-10-8 -0-11-0 0-11-0 1-0-0 1-0-0 2-0-0 1-0-0 4-0-0 2-0-0 0-11-0 1-5-0 2-1-0 1-2-0 0-11-0 6.00 12 8.00 12 6.00 12 Plate Offsets (X,Y)-- [4:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 310_WEST_CLAY_CHELMS~D Truss J23 Truss Type Jack-Open Qty 6 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316163 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:59 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-anVruvHIZXJIB31eXr84LZ1Kwr2C8M71BmOnIbzpSZE Scale: 1/2"=1' 1 2 3 4 5 8 7 6 3x4 2x4 3x4 2x4 5x6 2x4 2x4 1-0-0 1-0-0 2-3-8 1-3-8 4-0-0 1-8-8 -0-11-0 0-11-0 1-0-0 1-0-0 2-3-8 1-3-8 4-0-0 1-8-8 0-11-0 1-5-0 3-5-0 2-5-0 1-3-8 1-0-0 6.00 12 8.00 12 6.00 12 Plate Offsets (X,Y)-- [6:0-2-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job 310_WEST_CLAY_CHELMS~D Truss J24 Truss Type Jack-Closed Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316164 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:59 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-anVruvHIZXJIB31eXr84LZ1FDrsC8Ms1BmOnIbzpSZE Scale: 1/2"=1' 1 2 3 5 4 6 7 4x10 3x4 2x4 2x4 2-0-0 2-0-0 4-0-0 2-0-0 1-0-0 1-0-0 4-0-0 3-0-0 0-11-0 1-5-0 3-5-0 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC Job 310_WEST_CLAY_CHELMS~D Truss J26 Truss Type Jack-Open Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316165 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:11:59 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-anVruvHIZXJIB31eXr84LZ1Kcr1r8Mz1BmOnIbzpSZE Scale: 1/2"=1' 1 2 3 5 4 2x4 2x4 3x4 2x4 2x4 2-0-0 2-0-0 4-0-0 2-0-0 1-0-0 1-0-0 4-0-0 3-0-0 0-11-0 1-5-0 3-5-0 0-3-8 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-1-11,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 Job 310_WEST_CLAY_CHELMS~D Truss J27 Truss Type Jack-Open Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316166 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:00 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-2z3D5FHwKrR9oDcq5YfJunaWrFOhtpWAPQ7Kq1zpSZD Scale = 1:14.9 1 2 3 4 5 9 8 7 2x4 6 2x4 4x6 2x4 2x4 2x4 2-0-0 2-0-0 3-7-8 1-7-8 -0-11-0 0-11-0 2-0-0 2-0-0 3-7-8 1-7-8 0-11-0 1-11-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC Job 310_WEST_CLAY_CHELMS~D Truss J28 Truss Type Jack-Open Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316167 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:00 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-2z3D5FHwKrR9oDcq5YfJunaVNFOWtpfAPQ7Kq1zpSZD Scale = 1:22.6 1 2 3 6 4 5 2x4 2x4 3x4 1-9-12 1-9-12 3-7-8 1-9-12 -0-11-0 0-11-0 1-0-0 1-0-0 3-7-8 2-7-8 0-11-0 1-5-0 3-2-0 2-8-13 3-2-0 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES Job 310_WEST_CLAY_CHELMS~D Truss J29 Truss Type Jack-Closed Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316168 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:00 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-2z3D5FHwKrR9oDcq5YfJunaT8FGqtpfAPQ7Kq1zpSZD Scale = 1:22.6 1 2 3 4 7 6 5 8 2x4 2x4 3x4 2x4 2x4 1-9-12 1-9-12 3-7-8 1-9-12 1-0-0 1-0-0 3-7-8 2-7-8 0-11-0 1-5-0 3-2-0 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. Job 310_WEST_CLAY_CHELMS~D Truss J30 Truss Type Jack-Open Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316169 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:01 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-W9dbIbIY59Z0QMB1fFAYQ_6hEfkscGnKe4tuNTzpSZC Scale: 3/4"=1' 1 2 3 4 5 6 11 10 9 8 2x4 7 2x4 4x6 4x6 2x4 2x4 2x4 2x4 1-0-0 1-0-0 2-0-0 1-0-0 3-9-8 1-9-8 -0-11-0 0-11-0 1-0-0 1-0-0 2-0-0 1-0-0 3-9-8 1-9-8 0-11-0 1-5-0 1-11-3 2-1-0 1-11-3 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Job 310_WEST_CLAY_CHELMS~D Truss J31 Truss Type Jack-Open Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316170 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:01 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-W9dbIbIY59Z0QMB1fFAYQ_6fxfkbcGvKe4tuNTzpSZC Scale = 1:23.3 1 2 3 6 4 5 2x4 2x4 3x4 1-0-0 1-0-0 3-9-8 2-9-8 -0-11-0 0-11-0 1-0-0 1-0-0 3-9-8 2-9-8 0-11-0 1-5-0 3-3-5 2-10-2 3-3-5 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES Job 310_WEST_CLAY_CHELMS~D Truss J32 Truss Type Jack-Open Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316171 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:02 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-_LBzWxJAsShs2WmDCzinzCfll2u3Lj8TtjcRvwzpSZB Scale = 1:23.3 1 2 3 4 7 6 5 8 3x4 2x4 3x4 3x4 3x6 1-10-12 1-10-12 3-9-8 1-10-12 1-0-0 1-0-0 3-9-8 2-9-8 0-11-0 1-5-0 3-3-5 6.00 12 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. Job 310_WEST_CLAY_CHELMS~D Truss M01 Truss Type Monopitch Qty 12 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316172 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:02 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-_LBzWxJAsShs2WmDCzinzCfqj24xLj8TtjcRvwzpSZB Scale = 1:23.5 1 2 3 5 4 2x4 2x4 2x4 2x4 -0-11-0 0-11-0 3-11-8 3-11-8 1-4-0 3-3-12 3-0-4 0-3-8 3-3-12 6.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-0-9] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job 310_WEST_CLAY_CHELMS~D Truss M02 Truss Type Monopitch Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316173 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:02 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-_LBzWxJAsShs2WmDCzinzCfqj24xLj8TtjcRvwzpSZB Scale = 1:23.5 1 2 3 5 4 2x4 2x4 2x4 2x4 -0-11-0 0-11-0 3-11-8 3-11-8 1-4-0 3-3-12 3-0-4 0-3-8 3-3-12 6.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-0-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) Job 310_WEST_CLAY_CHELMS~D Truss M03 Truss Type Monopitch Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316174 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:03 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-TYlMjHKodmpjfgLPmgD0WPC_cSOf43Bd5NM_RMzpSZA Scale: 1/4"=1' 1 2 3 4 7 6 5 3x6 2x4 4x6 3x4 3x4 3x6 5-5-12 5-5-12 10-11-8 5-5-12 -0-11-0 0-11-0 5-5-12 5-5-12 10-11-8 5-5-12 1-4-0 6-9-12 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC Job 310_WEST_CLAY_CHELMS~D Truss PB01 Truss Type Piggyback Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316175 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:03 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-TYlMjHKodmpjfgLPmgD0WPC0YSQV4Agd5NM_RMzpSZA Scale = 1:23.3 1 2 3 4 5 6 7 89 12 11 10 3x6 3x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 13-2-0 13-2-0 3-1-8 3-1-8 10-0-8 6-11-0 13-2-0 3-1-8 0-4-7 1-9-11 1-11-8 0-1-8 0-4-7 0-1-8 1-9-11 8.00 12 Plate Offsets (X,Y)-- [4:0-3-5,Edge], [6:0-3-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Job 310_WEST_CLAY_CHELMS~D Truss T01 Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316176 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:03 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-TYlMjHKodmpjfgLPmgD0WPCtZSOw47Gd5NM_RMzpSZA Scale = 1:30.2 1 2 3 4 5 6 12 11 10 9 8 7 4x6 4x6 3x4 5x12 5x12 3x4 5x6 5x6 6-1-8 6-1-8 6-9-0 0-7-8 12-10-8 6-1-8 -0-11-0 0-11-0 6-0-0 6-0-0 6-10-8 0-10-8 12-10-8 6-0-0 13-9-8 0-11-0 1-2-0 3-6-6 3-8-0 1-2-0 1-2-9 2-3-13 5.00 12 2.50 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [5:0-3-0,0-1-12] LOADING (psf) TCLL Job 310_WEST_CLAY_CHELMS~D Truss T03 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316177 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:04 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-xkJkxdKRO4xaHqvcKOkF2dkCnslipd6mK15YzozpSZ9 Scale = 1:27.2 1 2 3 4 5 6 7 8 9 12 11 10 3x6 3x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 13-2-0 13-2-0 5-0-4 5-0-4 8-1-12 3-1-8 13-2-0 5-0-4 0-4-7 3-0-14 3-2-11 0-1-8 0-4-7 0-1-8 3-0-14 8.00 12 Plate Offsets (X,Y)-- [4:0-3-5,Edge], [6:0-3-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Job 310_WEST_CLAY_CHELMS~D Truss T05 Truss Type Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316178 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:04 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-xkJkxdKRO4xaHqvcKOkF2dkCKsmbpdMmK15YzozpSZ9 1 Scale = 1:17.6 2 3 5 4 4x6 3x6 2x4 3x4 2-9-15 2-9-15 2-9-15 2-9-15 4-1-8 1-3-9 2-4-0 1-11-12 1-4-0 4.24 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.03 0.02 Job 310_WEST_CLAY_CHELMS~D Truss T06 Truss Type Scissor Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316179 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:05 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-Pwt68zL39N3Rv_Uou5FUbqHFjG4aY1jvZhr5WEzpSZ8 Scale = 1:30.3 1 2 3 6 5 4 8x8 4x6 8x8 3x4 3x4 5x8 6-5-4 6-5-4 12-10-8 6-5-4 6-5-4 6-5-4 12-10-8 6-5-4 1-2-0 3-10-3 1-2-0 1-3-6 5.00 12 2.50 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [3:0-2-5,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES Job 310_WEST_CLAY_CHELMS~D Truss T07 Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316180 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:05 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-Pwt68zL39N3Rv_Uou5FUbqHFAG2TYwTvZhr5WEzpSZ8 Scale = 1:57.3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 4x6 3x6 3x4 3x6 3x8 3x4 3x6 4x6 4x6 5x8 3x4 5x6 3x4 5x6 6-0-0 6-0-0 12-3-11 6-3-11 19-9-4 7-5-9 24-11-0 5-1-12 30-11-0 6-0-0 -0-11-0 0-11-0 6-0-0 6-0-0 12-3-11 6-3-11 18-7-5 6-3-11 24-11-0 6-3-11 30-11-0 Job 310_WEST_CLAY_CHELMS~D Truss T08 Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316181 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:06 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-t7QUMJMhwhBIW83_Rpmj72qQ7gHYHRH3oLae2hzpSZ7 Scale = 1:56.2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 4x6 5x8 2x4 3x8 3x8 3x4 3x4 3x4 6x6 3x4 5x6 8-0-0 8-0-0 19-9-4 11-9-4 22-11-0 3-1-12 30-11-0 8-0-0 -0-11-0 0-11-0 8-0-0 8-0-0 15-5-8 7-5-8 22-11-0 7-5-8 30-11-0 8-0-0 31-10-0 0-11-0 1-4-0 5-2-5 5-4-0 1-4-0 5-2-5 Job 310_WEST_CLAY_CHELMS~D Truss T09 Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316182 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:06 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-t7QUMJMhwhBIW83_Rpmj72qPggITHNA3oLae2hzpSZ7 Scale = 1:58.7 1 2 3 4 5 6 7 8 9 15 14 13 16 17 12 11 10 4x6 5x8 3x8 3x8 3x6 3x4 3x4 3x4 3x6 3x4 4x6 4x6 3x4 10-0-0 10-0-0 19-9-4 9-9-4 20-11-0 1-1-12 30-11-0 10-0-0 -0-11-0 0-11-0 5-1-12 5-1-12 10-0-0 4-10-4 15-5-8 5-5-8 20-11-0 5-5-8 25-9-4 4-10-4 30-11-0 5-1-12 31-10-0 0-11-0 Job 310_WEST_CLAY_CHELMS~D Truss T10 Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316183 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:07 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-LJ_sZeNJh?J98HeA?WHygFMd?3gV0pVC0?KCa7zpSZ6 Scale = 1:60.2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 4x6 5x8 2x4 3x6 3x6 3x6 3x8 3x4 3x6 5x6 4x8 3x6 4-0-0 4-0-0 12-0-0 8-0-0 18-11-0 6-11-0 30-11-0 12-0-0 -0-11-0 0-11-0 6-1-12 6-1-12 12-0-0 5-10-4 18-11-0 6-11-0 24-9-4 5-10-4 30-11-0 6-1-12 31-10-0 0-11-0 1-4-0 Job 310_WEST_CLAY_CHELMS~D Truss T10A Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316184 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:07 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-LJ_sZeNJh?J98HeA?WHygFMYj3gp0tHC0?KCa7zpSZ6 Scale = 1:71.0 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 3x6 4x6 5x8 3x6 2x4 3x6 3x6 3x6 4x8 3x4 3x6 3x6 5x6 3x4 5x6 4-0-0 4-0-0 14-0-0 10-0-0 16-11-0 2-11-0 23-9-4 6-10-4 30-11-0 7-1-12 -0-11-0 0-11-0 7-1-12 7-1-12 14-0-0 6-10-4 16-11-0 2-11-0 23-9-4 Job 310_WEST_CLAY_CHELMS~D Truss T10B Truss Type Common Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316185 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:08 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-pVYFm_OxSIR0mRDNZEpBDTvnRT0ElIGMFf3l6ZzpSZ5 Scale = 1:69.1 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 3x6 4x6 3x6 2x4 3x6 3x6 3x6 3x8 3x6 3x6 6x8 3x4 5x6 4-0-0 4-0-0 4-1-12 0-1-12 12-11-11 8-9-15 23-0-8 10-0-13 30-11-0 7-10-8 -0-11-0 0-11-0 7-10-8 7-10-8 15-5-8 7-7-0 23-0-8 7-7-0 30-11-0 7-10-8 Job 310_WEST_CLAY_CHELMS~D Truss T11 Truss Type Roof Special Qty 3 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316186 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:08 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-pVYFm_OxSIR0mRDNZEpBDTvs8T5ZlQDMFf3l6ZzpSZ5 Scale = 1:37.3 1 2 3 4 5 6 7 10 9 8 4x6 4x6 4x6 3x8 2x4 2x4 3x6 3x6 5-11-8 5-11-8 10-11-0 4-11-8 11-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 5-11-8 4-11-8 10-11-0 4-11-8 11-11-0 1-0-0 12-10-0 0-11-0 0-11-0 1-5-0 4-8-11 0-11-0 6.00 12 8.00 12 LOADING (psf) TCLL Job 310_WEST_CLAY_CHELMS~D Truss T14 Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316187 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:09 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-Hi6d_KOZDcZtNboZ7xKQlgS0RtPzUqYVUJpJf0zpSZ4 Scale = 1:40.8 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 2x4 4x6 4x8 4x10 4x8 4x8 4x6 2x4 5x6 5x6 3x6 3x6 3x4 3x8 3x6 3x6 1-0-0 1-0-0 2-3-8 1-3-8 6-0-0 3-8-8 11-11-0 5-11-0 15-7-8 3-8-8 16-11-0 1-3-8 17-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 Job 310_WEST_CLAY_CHELMS~D Truss T15 Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316188 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:09 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-Hi6d_KOZDcZtNboZ7xKQlgS15tPqUlJVUJpJf0zpSZ4 Scale: 1/4"=1' 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 3x6 2x4 4x6 4x10 4x8 4x8 4x6 2x4 5x6 5x6 3x6 3x4 4x8 3x6 3x6 2-3-8 2-3-8 8-0-0 5-8-8 9-11-0 1-11-0 15-7-8 5-8-8 16-11-0 1-3-8 17-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-3-8 1-3-8 Job 310_WEST_CLAY_CHELMS~D Truss T16 Truss Type Jack-Open Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316189 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:10 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-lug?BgPB_whk?lNlgerfIu_E?HplDL7fizYsBSzpSZ3 Scale: 3/4"=1' 1 2 3 6 4 5 2x4 2x4 3x4 2-0-0 2-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-0-0 1-0-0 0-11-0 1-5-0 2-1-0 1-2-12 1-7-13 0-10-4 6.00 12 8.00 12 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES Job 310_WEST_CLAY_CHELMS~D Truss T17 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316190 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:11 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-E4ENP0QqlDpbdvyyEMMuq5XDhh2jycmoxdIPjuzpSZ2 Scale: 1/8"=1' 12 3 4 5 6 7 8 9 10 11 12 13 14 27 26 25 24 23 22 21 20 19 18 17 16 15 5x12 5x6 6x8 3x6 5x12 3x4 3x4 4x6 6x10 3x4 3x4 6x10 3x6 4x8 4x6 6x8 3x6 5x12 4x8 5x12 3x6 4x6 3x4 4x6 5x6 1-0-0 1-0-0 8-11-8 7-11-8 11-11-0 2-11-8 15-6-8 3-7-8 17-11-0 2-4-8 Job 310_WEST_CLAY_CHELMS~D Truss T17-RP Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316191 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:12 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-iHolcMRSWXxSE3X8o3t7NJ4NR4Oyh30xAH1zGLzpSZ1 Scale: 1/8"=1' 12 3 4 5 6 7 8 9 10 11 12 13 14 27 26 25 24 23 22 21 20 19 18 17 16 15 5x12 5x6 6x8 3x6 5x12 3x4 3x4 4x6 6x10 3x4 3x4 6x10 3x6 4x8 4x6 6x8 3x6 5x12 4x8 5x12 3x6 4x6 3x4 4x6 5x6 1-0-0 1-0-0 8-11-8 7-11-8 11-11-0 2-11-8 15-6-8 3-7-8 17-11-0 2-4-8 Job 310_WEST_CLAY_CHELMS~D Truss T18 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316192 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:13 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-ATL7qiR4Gr4JsC5KMnOMvWcbVUhNQXf5PxnWonzpSZ0 Scale = 1:94.6 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 25 26 27 28 5x8 5x6 3x6 5x12 3x6 2x4 3x8 3x8 2x4 5x12 2x4 5x8 5x12 5x8 3x6 3x6 3x4 3x6 3x4 4x6 3x6 3x6 1-0-0 1-0-0 8-0-0 7-0-0 15-8-12 7-8-12 23-5-8 7-8-12 32-9-12 9-4-4 Job 310_WEST_CLAY_CHELMS~D Truss T19 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316193 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:13 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-ATL7qiR4Gr4JsC5KMnOMvWcdPUfWQVQ5PxnWonzpSZ0 Scale = 1:93.8 12 3 4 5 6 7 8 9 10 11 12 13 14 24 23 22 21 20 19 25 26 27 28 18 17 16 15 6x6 5x6 3x6 6x6 3x4 3x8 MT18HS 4x8 3x6 3x8 3x6 4x6 4x6 3x6 4x6 4x8 3x6 4x6 3x4 4x6 3x8 5x6 3x6 1-0-0 1-0-0 10-0-0 9-0-0 21-4-14 11-4-14 32-9-12 11-4-14 36-11-0 4-1-4 45-11-0 9-0-0 46-11-0 Job 310_WEST_CLAY_CHELMS~D Truss T20 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316194 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:14 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-efvW12Si18C9UMgXvUvbSk9pCuzC9xwEdbW4KDzpSZ? Scale = 1:91.4 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 24 25 26 27 17 16 15 14 6x6 5x6 3x6 6x6 4x6 8x8 3x8 4x8 3x6 3x8 3x6 5x6 5x6 3x6 4x6 4x8 3x6 3x4 3x8 5x6 3x6 1-0-0 1-0-0 12-0-0 11-0-0 22-4-14 10-4-14 32-9-12 10-4-14 34-11-0 2-1-4 45-11-0 11-0-0 46-11-0 1-0-0 Job 310_WEST_CLAY_CHELMS~D Truss T21 Truss Type Hip Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316195 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:15 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-6sTuENTKoSK05WFjTCRq?xhy5ILluNwOsFGdsfzpSZ_ Scale = 1:94.4 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 25 26 27 5x12 5x6 3x6 3x6 8x16 3x6 3x6 3x6 3x8 4x6 5x6 5x6 3x8 3x6 2x4 4x8 4x6 4x6 5x6 3x6 1-0-0 1-0-0 7-6-0 6-6-0 14-0-0 6-6-0 23-5-8 9-5-8 32-9-12 9-4-4 32-11-0 Job 310_WEST_CLAY_CHELMS~D Truss T22 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316196 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:16 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-a21GSjUyZmStjgqv1vy3X9E6VifvdqGX5v?AO6zpSYz Scale = 1:117.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 2928 27 26 25 24 23 22 21 20 19 18 1716 30 31 32 33 5x12 3x6 5x6 5x6 5x12 5x6 5x8 8x16 3x6 3x6 3x6 3x6 3x6 4x8 3x6 5x8 5x6 3x6 2x4 3x8 3x6 3x4 4x6 3x6 3x6 1-0-0 1-0-0 6-8-0 5-8-0 12-4-0 5-8-0 Job 310_WEST_CLAY_CHELMS~D Truss T23 Truss Type Piggyback Base Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316197 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:17 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-2Ebef3UaK3akLqP5bdTI4MnGT50mMK8hJZlkwYzpSYy Scale = 1:112.5 12 3 4 5 6 7 8 9 10 11 12 13 14 15 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 31 32 33 5x6 3x6 5x8 5x8 5x12 5x6 5x6 5x12 3x6 2x4 3x6 3x6 3x6 3x6 3x6 4x8 2x4 8x8 6x6 3x6 2x4 3x8 3x6 3x4 4x6 3x6 3x6 1-0-0 Job 310_WEST_CLAY_CHELMS~D Truss T24 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316198 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:18 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-WQ90tPVD5Nibz__I8K_XcaJRDVQo5ocqYDUHS_zpSYx Scale = 1:118.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 2928 27 26 25 24 23 22 21 20 19 1817 5x8 5x6 3x6 5x8 3x4 3x6 3x6 3x8 3x6 4x6 4x6 4x6 4x8 4x8 3x6 4x6 4x6 3x8 3x6 4x6 3x4 4x6 3x8 5x6 3x6 3x6 3x6 1-0-0 1-0-0 6-0-0 5-0-0 16-0-10 10-0-10 26-1-4 10-0-10 35-0-8 8-11-4 Job 310_WEST_CLAY_CHELMS~D Truss T25 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316199 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:19 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-?djP4lWrsgqSa7ZUi1Vm9nsc2vmQqCfzntEr_RzpSYw Scale = 1:118.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 2726 25 24 23 22 21 20 19 18 17 1615 28 29 30 31 5x12 5x6 3x6 5x12 3x4 3x6 3x6 3x8 3x6 4x8 4x8 3x6 2x4 3x6 4x8 3x6 3x8 3x6 3x6 5x6 3x6 3x4 3x6 4x6 4x6 1-0-0 1-0-0 8-0-0 7-0-0 16-7-0 8-7-0 26-1-4 9-6-4 33-9-0 Job 310_WEST_CLAY_CHELMS~D Truss T26 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316200 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:20 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-TpHnI5XTd_yJCH8gGl0?i?PlNJ?QZe?70XzOXtzpSYv Scale = 1:118.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 2625 24 23 22 21 20 19 18 27 28 29 30 31 32 33 17 16 15 8x10 5x6 3x6 8x10 3x4 3x6 3x6 3x8 3x6 3x8 4x6 4x6 5x6 5x6 3x6 3x8 2x4 3x6 5x6 3x8 MT18HS 6x10 3x6 4x6 1-0-0 1-0-0 10-0-0 9-0-0 17-9-6 7-9-6 26-1-4 8-3-14 37-6-2 11-4-14 48-11-0 11-4-14 57-11-0 9-0-0 Job 310_WEST_CLAY_CHELMS~D Truss T26 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316200 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:20 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-TpHnI5XTd_yJCH8gGl0?i?PlNJ?QZe?70XzOXtzpSYv 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 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 310_WEST_CLAY_CHELMS~D Truss T27 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316201 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:21 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-x?q9VRY5OI4AqRjtqSXEECxy?jNZI4jGEBjx3JzpSYu Scale = 1:120.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 2827 26 25 24 23 22 21 20 19 18 1716 29 30 31 32 33 34 8x10 5x8 6x8 5x6 3x6 6x6 3x4 3x6 3x6 3x6 3x6 4x8 3x6 3x6 5x6 5x6 3x6 3x8 3x6 4x6 8x8 4x8 5x6 3x6 3x8 1-0-0 1-0-0 9-9-8 8-9-8 15-9-8 Job 310_WEST_CLAY_CHELMS~D Truss T28 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316202 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:22 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-PCOXinYj9bC1RbI3NA3TnQU616mX1bBQTrSVblzpSYt Scale = 1:118.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 29 30 31 32 18 17 16 15 5x12 5x6 5x6 3x6 5x12 4x10 3x6 2x4 3x6 3x6 3x6 5x12 4x6 4x6 4x6 3x6 3x8 3x6 3x6 2x4 5x12 5x6 3x6 3x6 1-0-0 1-0-0 7-9-8 6-9-8 13-9-8 6-0-0 20-0-0 Job 310_WEST_CLAY_CHELMS~D Truss T29 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316203 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:24 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-LaWI7SazhDSlhvRSVb5xsrZUAwOHVTziw9xbgezpSYr Scale = 1:132.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 39 40 41 5x8 5x6 5x6 5x6 12x20 5x6 3x6 5x6 4x10 3x6 3x8 3x4 5x8 5x8 3x6 4x6 5x8 3x4 3x4 3x6 2x4 3x6 5x8 3x8 4x8 4x8 Job 310_WEST_CLAY_CHELMS~D Truss T29 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316203 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:24 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-LaWI7SazhDSlhvRSVb5xsrZUAwOHVTziw9xbgezpSYr 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 310_WEST_CLAY_CHELMS~D Truss T30 Truss Type Roof Special Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316204 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:24 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-LaWI7SazhDSlhvRSVb5xsrZYFwUYVRJiw9xbgezpSYr Scale = 1:52.2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 3x6 2x4 4x6 4x6 4x6 4x6 2x4 5x6 5x6 3x6 3x8 3x6 3x6 2-3-8 2-3-8 8-11-8 6-8-0 15-7-8 6-8-0 16-11-0 1-3-8 17-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-3-8 1-3-8 8-11-8 6-8-0 15-7-8 Job 310_WEST_CLAY_CHELMS~D Truss T31 Truss Type Roof Special Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316205 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:25 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-pn4gLobcSWacI20e3IcAP26fWKp8Euks9ph9C4zpSYq Scale = 1:51.7 1 2 3 4 5 6 7 8 13 12 11 10 5x8 9 3x8 4x6 4x6 4x6 2x4 5x6 5x6 3x6 3x8 3x6 3x6 2-3-8 2-3-8 8-11-8 6-8-0 15-7-8 6-8-0 16-11-0 1-3-8 17-11-0 1-0-0 2-3-8 2-3-8 8-11-8 6-8-0 15-7-8 6-8-0 16-11-0 1-3-8 17-11-0 1-0-0 18-10-0 0-11-0 0-9-0 Job 310_WEST_CLAY_CHELMS~D Truss T32 Truss Type Piggyback Base Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316206 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:26 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-Hze2Y8bEDqiTwCbqc?7PxGfnik3gzNa?OSQikXzpSYp Scale = 1:116.6 1 2 3 4 5 6 7 8 9 10 11 12 25 24 23 22 21 20 19 18 17 16 15 14 13 26 27 28 4x10 6x16 5x8 5x12 5x6 5x6 3x6 5x6 3x6 2x4 3x6 3x6 3x6 6x10 2x4 3x8 3x8 3x6 3x6 3x6 2x4 3x6 5x12 1-0-0 1-0-0 9-6-4 8-6-4 15-6-4 6-0-0 20-1-4 4-7-0 22-10-8 2-9-4 Job 310_WEST_CLAY_CHELMS~D Truss T33 Truss Type Piggyback Base Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316207 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:26 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-Hze2Y8bEDqiTwCbqc?7PxGfock4ezNd?OSQikXzpSYp Scale = 1:115.3 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 26 27 28 29 16 15 14 6x10 3x6 3x6 5x6 5x12 5x8 5x8 3x6 5x6 4x8 3x6 2x4 2x4 4x6 2x4 2x4 4x8 3x6 3x6 3x6 2x4 3x6 3x6 5x12 11-5-0 11-5-0 17-5-0 6-0-0 20-1-4 2-8-4 22-10-8 2-9-4 29-5-8 Job 310_WEST_CLAY_CHELMS~D Truss TG01 Truss Type Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316208 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:27 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-m9CQmUcsz8qJYMA0AjeeUTB?E7UOi?N9d6AGGzzpSYo Scale = 1:25.4 1 2 3 4 5 6 7 8 12 11 10 9 13 14 15 16 17 18 5x12 4x6 5x12 5x6 8x8 5x12 5x6 8x8 4-1-8 4-1-8 8-9-0 4-7-8 12-10-8 4-1-8 -0-11-0 0-11-0 4-0-0 4-0-0 8-10-8 4-10-8 12-10-8 4-0-0 13-9-8 0-11-0 1-2-0 2-8-6 2-10-0 1-2-0 0-9-9 1-10-13 Job 310_WEST_CLAY_CHELMS~D Truss TG01 Truss Type Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316208 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:27 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-m9CQmUcsz8qJYMA0AjeeUTB?E7UOi?N9d6AGGzzpSYo LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-8=-60, 2-11=-20, 10-11=-20, 7-10=-20 Concentrated Loads (lb) Vert: 4=-44(B) 5=-44(B) 12=-21(B) 10=-21(B) 3=-46(B) 6=-46(B) 13=-44(B) 14=-44(B) 15=-49(B) 16=-21(B) 17=-21(B) 18=-49(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 310_WEST_CLAY_CHELMS~D Truss TG02 Truss Type Half Hip Girder Qty 2 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316209 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:27 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-m9CQmUcsz8qJYMA0AjeeUTB837c7i149d6AGGzzpSYo 1 Scale = 1:17.4 2 3 4 7 6 5 2x4 4x6 2x4 2x4 2x4 2x4 1-11-8 1-11-8 3-11-8 2-0-0 1-11-8 1-11-8 3-11-8 2-0-0 4-10-8 0-11-0 2-0-8 0-3-8 2-4-0 1-4-0 2-4-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 Job 310_WEST_CLAY_CHELMS~D Truss TG03 Truss Type Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316210 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:28 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-EMlozqdUkRzA9WlDkQ9t0hk9LXoaRIZIrmvppPzpSYn Scale = 1:57.2 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 21 22 23 24 25 26 27 28 29 4x6 3x6 3x4 4x6 6x8 3x6 3x12 4x8 3x6 5x8 4x6 3x8 2x4 3x6 4-0-0 4-0-0 11-7-11 7-7-11 19-9-4 8-1-9 26-11-0 7-1-12 30-11-0 4-0-0 -0-11-0 0-11-0 4-0-0 4-0-0 11-7-11 7-7-11 19-3-5 7-7-11 26-11-0 7-7-11 Job 310_WEST_CLAY_CHELMS~D Truss TG03 Truss Type Hip Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316210 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:28 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-EMlozqdUkRzA9WlDkQ9t0hk9LXoaRIZIrmvppPzpSYn 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, 3-7=-60, 7-8=-60, 8-9=-60, 10-16=-20 Concentrated Loads (lb) Vert: 15=-123 11=-123 17=-127(B) 18=-123 19=-123 20=-123 21=-123 22=-123 23=-123 24=-123 25=-123 26=-123 27=-123 28=-123 29=-127(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 310_WEST_CLAY_CHELMS~D Truss TG04 Truss Type Roof Special Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316211 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:29 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-iYJBAAe6Vl51ngKPI8h6ZuHK1xFgAviS4QfMLrzpSYm Scale = 1:29.9 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 18 4x6 4x8 4x10 4x6 4x8 4x8 2x4 3x8 3x4 2x4 1-0-0 1-0-0 4-0-0 3-0-0 7-11-0 3-11-0 10-11-0 3-0-0 11-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 4-0-0 3-0-0 7-11-0 3-11-0 10-11-0 3-0-0 11-11-0 1-0-0 12-10-0 0-11-0 0-11-0 1-5-0 3-3-3 Job 310_WEST_CLAY_CHELMS~D Truss TG04 Truss Type Roof Special Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316211 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:29 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-iYJBAAe6Vl51ngKPI8h6ZuHK1xFgAviS4QfMLrzpSYm LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-35(B) 5=-35(B) 12=-30(B) 11=-30(B) 15=-35(B) 16=-127(B) 17=-30(B) 18=-127(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 310_WEST_CLAY_CHELMS~D Truss TG07 Truss Type Hip Girder Qty 1 Ply 2 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316212 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:29 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-iYJBAAe6Vl51ngKPI8h6ZuHS4xC9AsfS4QfMLrzpSYm Scale = 1:35.5 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 21 22 8x8 4x6 4x8 4x8 8x16 8x8 8x8 3x6 3x8 3x6 3x8 3x6 2-3-8 2-3-8 4-0-0 1-8-8 13-11-0 9-11-0 15-7-8 1-8-8 16-11-0 1-3-8 17-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-3-8 1-3-8 4-0-0 Job 310_WEST_CLAY_CHELMS~D Truss TG07 Truss Type Hip Girder Qty 1 Ply 2 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316212 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:30 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-AktZOWfkG3DuPqvbrrCL66pdpLYOvJvbJ4OwtIzpSYl 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 5-7=-60, 7-9=-60, 9-10=-60, 10-11=-60, 17-18=-20, 14-17=-20, 12-14=-20 Concentrated Loads (lb) Vert: 17=-123(B) 14=-123(B) 16=-123 15=-123 19=-123 20=-123 21=-123 22=-123 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 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 310_WEST_CLAY_CHELMS~D Truss TG08 Truss Type Jack-Open Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316213 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:30 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-AktZOWfkG3DuPqvbrrCL66pdbLe9vO4bJ4OwtIzpSYl Scale: 3/4"=1' 1 2 3 5 8 6 4 7 2x4 2x4 3x4 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 -1-3-9 1-3-9 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 0-11-0 1-5-0 2-1-0 1-1-11 1-7-14 1-2-4 0-10-13 4.24 12 5.66 12 4.24 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job 310_WEST_CLAY_CHELMS~D Truss TG09 Truss Type Jack-Open Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316214 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:30 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-AktZOWfkG3DuPqvbrrCL66pdbLe9vO4bJ4OwtIzpSYl Scale: 3/4"=1' 1 2 3 5 8 6 4 7 2x4 2x4 3x4 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 -1-3-9 1-3-9 1-5-0 1-5-0 2-8-13 1-3-14 2-9-15 0-1-2 0-11-0 1-5-0 2-1-0 1-1-11 1-7-14 1-2-4 0-10-13 4.24 12 5.66 12 4.24 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 Job 310_WEST_CLAY_CHELMSFORD Truss TG10 Truss Type Roof Special Girder Qty 1 Ply 2 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316215 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:28:25 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-y?RA2hzTOan3oY?nvTcrEFtkaJRwA5C9v9EyuRzpSJq Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 30 29 28 27 26 25 24 23 22 32 33 34 35 36 37 38 21 39 40 20 41 42 19 43 18 17 31 6x16 5x6 5x8 3x6 5x12 8x8 8x8 8x8 4x6 3x6 4x10 4x6 3x6 5x12 2x4 5x12 3x4 4x8 5x12 3x8 4x10 4x6 5x6 6x8 1-0-0 1-0-0 2-3-8 1-3-8 8-11-8 6-8-0 13-11-0 4-11-8 Job 310_WEST_CLAY_CHELMSFORD Truss TG10 Truss Type Roof Special Girder Qty 1 Ply 2 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316215 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:28:25 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-y?RA2hzTOan3oY?nvTcrEFtkaJRwA5C9v9EyuRzpSJq NOTES- (14-15) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 804 lb uplift at joint 21, 149 lb uplift at joint 17 and 139 lb uplift at joint 31. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 27 lb up at 32-10-4 on top chord, and 841 lb down and 103 lb up at 17-11-12, 132 lb down and 61 lb up at 18-10-4, 123 lb down and 41 lb up at 20-10-4, 123 lb down and 41 lb up at 22-10-4, 123 lb down and 41 lb up at 24-10-4, 123 lb down and 41 lb up at 26-10-4, 123 lb down and 41 lb up at 28-10-4, 123 lb down and 41 lb up at 30-10-4, 123 lb down and 41 lb up at 34-10-4, 123 lb down and 41 lb up at 36-10-4, 123 lb down and 41 lb up at 38-10-4, 123 lb down and 41 lb up at 40-10-4, and 123 lb down and 41 lb up at 42-10-4, and 127 lb down and 44 lb up at 44-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 5-6=-60, 6-13=-60, 13-14=-60, 14-15=-60, 15-16=-60, 28-30=-20, 25-28=-20, 24-25=-20, 17-24=-20 Concentrated Loads (lb) Vert: 22=-123 11=-83 19=-123 32=-841(B) 33=-132 34=-123 35=-123 36=-123 37=-123 38=-123 39=-123 40=-123 41=-123 42=-123 43=-127(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 310_WEST_CLAY_CHELMS~D Truss TG11 Truss Type Roof Special Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316216 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:33 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-aJZh0XhdZ_bTGHdAX_l2jkR0TYbG6Wk1?2daUdzpSYi Scale = 1:110.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 2928 27 26 25 24 23 22 21 20 19 18 17 16 30 31 32 33 34 35 36 37 38 8x10 3x6 5x6 5x6 6x6 5x6 5x6 6x8 4x6 4x6 4x6 3x6 4x8 3x8 2x4 5x12 3x8 4x6 3x12 5x6 4x8 6x16 4x6 4x6 1-0-0 1-0-0 8-6-0 7-6-0 16-0-0 7-6-0 Job 310_WEST_CLAY_CHELMS~D Truss TG11 Truss Type Roof Special Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316216 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:33 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-aJZh0XhdZ_bTGHdAX_l2jkR0TYbG6Wk1?2daUdzpSYi 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-6=-60, 6-8=-60, 8-11=-60, 11-12=-60, 12-13=-60, 13-14=-60, 14-15=-60, 27-29=-20, 27-31=-60, 31-32=-20, 32-33=-60, 33-34=-20, 34-35=-60, 16-35=-20 Concentrated Loads (lb) Vert: 30=-32(B) 36=-279(B) 37=-17(B) 38=-111(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 310_WEST_CLAY_CHELMS~D Truss TG12 Truss Type Roof Special Girder Qty 1 Ply 2 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316217 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:34 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-2V74EtiFKHjKtRCN4hGHGy_AZyvur?6BEiM703zpSYh Scale = 1:111.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 27 26 25 24 23 22 21 20 19 18 17 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 5x12 5x6 3x6 5x6 5x12 4x6 4x6 2x4 4x8 3x6 4x8 3x12 4x6 3x12 4x8 3x6 4x6 3x6 4x8 2x4 4x8 3x6 3x6 4x6 4x6 1-0-0 1-0-0 4-0-0 3-0-0 15-0-10 11-0-10 26-1-4 Job 310_WEST_CLAY_CHELMS~D Truss TG12 Truss Type Roof Special Girder Qty 1 Ply 2 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316217 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:35 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-XihSRDit5brBVbnZeOoWp9WLJME7aSMKSM6hZVzpSYg NOTES- (13-14) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=236, 23=1147, 15=374. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 lb down and 27 lb up at 26-0-12 on top chord, and 127 lb down and 44 lb up at 2-0-12, 123 lb down and 41 lb up at 4-0-12, 123 lb down and 41 lb up at 6-0-12, 123 lb down and 41 lb up at 8-0-12, 123 lb down and 41 lb up at 10-0-12, 123 lb down and 41 lb up at 12-0-12, 123 lb down and 41 lb up at 14-0-12, 123 lb down and 41 lb up at 16-0-12, 123 lb down and 41 lb up at 18-0-12, 123 lb down and 41 lb up at 20-0-12, 123 lb down and 41 lb up at 22-0-12, 123 lb down and 41 lb up at 24-0-12, 123 lb down and 41 lb up at 28-0-12, 123 lb down and 41 lb up at 29-5-8, 123 lb down and 41 lb up at 30-10-4, 123 lb down and 41 lb up at 32-10-4, 123 lb down and 41 lb up at 34-10-4, 123 lb down and 41 lb up at 36-10-4, 123 lb down and 41 lb up at 38-10-4 , 123 lb down and 41 lb up at 40-10-4, 123 lb down and 41 lb up at 43-2-4, 123 lb down and 41 lb up at 44-10-4, 123 lb down and 41 lb up at 46-10-4, 123 lb down and 41 lb up at 48-10-4, 123 lb down and 41 lb up at 50-10-4, 123 lb down and 41 lb up at 52-10-4, and 123 lb down and 41 lb up at 54-10-4, and 127 lb down and 44 lb up at 56-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-13=-60, 13-14=-60, 14-16=-60, 2-15=-20 Concentrated Loads (lb) Vert: 26=-123 18=-123 20=-123 28=-83 29=-127(B) 30=-123 31=-123 32=-123 33=-123 34=-123 35=-123 36=-123 37=-123 38=-123 39=-123 40=-123 41=-123 42=-123 43=-123 44=-123 45=-123 46=-123 47=-123 48=-123 49=-123 50=-123 51=-123 52=-123 53=-127(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 310_WEST_CLAY_CHELMS~D Truss TG13 Truss Type Roof Special Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316218 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:37 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-T4oCsvk7dC5vkuxympq_uacgy9v82LOdwgbndOzpSYe Scale = 1:153.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 39 40 41 4243 44 5x12 5x8 6x6 5x8 5x12 6x10 5x8 3x6 5x6 4x10 4x6 3x12 6x8 3x4 3x4 3x4 3x4 6x8 4x6 3x4 4x6 2x4 Job 310_WEST_CLAY_CHELMS~D Truss TG13 Truss Type Roof Special Girder Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316218 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:37 2018 Page 2 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-T4oCsvk7dC5vkuxympq_uacgy9v82LOdwgbndOzpSYe NOTES- (12-13) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 53 lb up at 3-9-8 on top chord, and 118 lb down and 41 lb up at 2-0-12, and 30 lb down at 4-0-12, and 467 lb down and 65 lb up at 5-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-7=-60, 7-8=-60, 8-10=-60, 10-13=-60, 13-16=-60, 16-17=-60, 17-18=-60, 38-42=-20, 42-43=-60, 32-43=-20, 30-31=-20, 27-29=-20, 25-26=-20, 24-44=-20, 21-44=-60, 19-21=-20 Concentrated Loads (lb) Vert: 4=-37(F) 39=-118(F) 40=-20(F) 41=-467(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 310_WEST_CLAY_CHELMS~D Truss V01 Truss Type Valley Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316219 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:37 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-T4oCsvk7dC5vkuxympq_uacnL9_H2YpdwgbndOzpSYe Scale = 1:15.0 1 2 3 2x4 2x4 2x4 3-10-6 3-10-6 1-11-3 0-0-4 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 310_WEST_CLAY_CHELMS~D Truss V02 Truss Type Valley Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316220 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:37 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-T4oCsvk7dC5vkuxympq_uacqb90G2YpdwgbndOzpSYe Scale = 1:11.5 1 2 3 2x4 2x4 2x4 2-8-10 2-8-10 1-4-5 0-0-4 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 310_WEST_CLAY_CHELMS~D Truss V03 Truss Type Valley Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316221 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:38 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-xHMa3FllOWDmM2W8JXLEQo80MZN7n?3m9KKL9qzpSYd Scale = 1:10.0 1 2 3 2x4 2x4 2x4 2-2-6 2-2-6 1-1-3 0-0-4 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a Job 310_WEST_CLAY_CHELMS~D Truss V04 Truss Type Valley Qty 1 Ply 1 310 WEST CLAY CHELMSFORD Job Reference (optional) I32316222 PROBUILD, MOORESVILLE, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Feb 01 16:12:38 2018 Page 1 ID:0qTCP8U0_9NT_5MjzDUhTtztXaN-xHMa3FllOWDmM2W8JXLEQo8?sZMDn?3m9KKL9qzpSYd Scale = 1:14.7 1 2 3 2x4 2x4 2x4 2-9-11 2-9-11 0-0-4 1-10-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a edge of truss. / 16 " from outside 1 0 - PRODUCT CODE APPROVALS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Failure to Follow Could Cause Property Damage or Personal Injury General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 WEBS edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths WEBS Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. n/a 0.00 (loc) - - 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 2-9-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=94/2-9-5, 3=94/2-9-5 Max Horz 1=47(LC 5) Max Uplift3=-16(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 n/a 0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=65/2-1-14, 2=65/2-1-14 Max Horz 3=-26(LC 4) Max Uplift3=-9(LC 7), 2=-2(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 n/a 0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=86/2-8-2, 2=86/2-8-2 Max Horz 3=-34(LC 4) Max Uplift3=-12(LC 7), 2=-3(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 n/a 0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=132/3-9-14, 2=132/3-9-14 Max Horz 3=-52(LC 4) Max Uplift3=-18(LC 7), 2=-5(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 4x6 6x10 4x8 4x8 6x8 4x8 6x10 5x12 3x6 4x6 2x4 5x8 0-1-13 1-0-0 1-0-0 3-9-8 2-9-8 9-9-8 6-0-0 19-5-0 9-7-8 25-11-8 6-6-8 27-11-8 2-0-0 30-0-0 2-0-8 37-2-8 7-2-8 38-11-0 1-8-8 40-11-0 2-0-0 49-5-0 8-6-0 57-11-0 8-6-0 58-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 3-9-8 2-9-8 9-9-8 6-0-0 14-7-4 4-9-12 19-5-0 4-9-12 25-5-0 6-0-0 25-11-8 0-6-8 27-11-8 2-0-0 30-0-0 2-0-8 37-2-8 7-2-8 38-11-0 1-8-8 40-11-0 2-0-0 49-5-0 8-6-0 57-11-0 8-6-0 58-11-0 1-0-0 59-10-0 0-11-0 0-11-0 1-5-0 3-1-8 9-6-8 12-7-3 12-9-0 0-11-0 3-0-0 12-7-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-9], [5:0-2-11,Edge], [7:0-4-0,0-1-9], [8:0-6-0,0-1-11], [10:0-8-8,0-1-12], [13:0-4-0,0-1-9], [19:0-5-8,0-2-8], [25:0-6-4,0-5-12], [26:0-2-4,0-2-8], [30:0-2-0,0-2-0], [31:0-6-4,0-4-4], [38:0-6-5,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.55 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.32 -0.05 (loc) 33-35 33-35 19 l/defl >999 >967 n/a L/d 240 180 n/a PLATES MT20 Weight: 528 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 8-32,9-29,11-27,12-24: 2x4 SP No.1, 32-34: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.1 *Except* 3-37,3-36,4-36,4-35,5-35,31-33,28-30,26-28,23-25,14-21,16-20: 2x4 SPF-S Stud 2-38,17-19: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-2 max.): 4-5, 7-8, 10-13. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 8-31, 9-30, 11-26 3-5-0 oc bracing: 31-32 WEBS 1 Row at midpt 10-30, 12-26, 13-23, 14-23, 7-31 REACTIONS. (lb/size) 38=1392/0-3-8, 32=3066/0-3-8, 19=1264/0-3-8 Max Horz 38=282(LC 4) Max Uplift38=-221(LC 5), 32=-110(LC 5), 19=-152(LC 14) Max Grav 38=1414(LC 9), 32=3066(LC 1), 19=1305(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1080/155, 3-4=-1931/272, 4-5=-2267/283, 5-6=-2701/394, 6-7=-300/221, 7-8=-28/1124, 8-9=-38/560, 9-10=-18/576, 10-11=-733/232, 11-12=-731/231, 12-13=-809/227, 13-14=-1015/258, 14-15=-1420/206, 15-16=-1675/174, 16-17=-1019/22, 2-38=-847/149, 17-19=-566/0 BOT CHORD 37-38=-275/821, 37-39=-271/722, 36-39=-271/722, 36-40=-276/1595, 40-41=-276/1595, 35-41=-276/1595, 34-35=-128/777, 34-42=-128/777, 42-43=-128/777, 33-43=-128/777, 31-32=-3036/138, 8-31=-1891/81, 30-31=-1195/135, 11-26=-449/173, 25-26=0/808, 12-25=-51/553, 22-23=-23/1293, 22-44=-23/1293, 21-44=-23/1293, 20-21=-56/987, 19-20=-21/891 WEBS 3-37=-693/97, 3-36=-95/956, 4-36=-18/426, 4-35=-112/738, 5-35=-1781/309, 6-35=-263/2296, 6-33=-979/226, 7-33=-75/952, 8-30=0/1999, 28-30=-191/292, 10-30=-1817/113, 10-28=-217/330, 10-26=-9/1189, 12-26=-408/0, 23-25=0/1235, 13-25=-129/442, 13-23=-359/131, 14-23=-742/189, 14-21=0/353, 16-21=-19/309, 16-20=-672/251, 7-31=-1690/140 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 38=221, 32=110, 19=152. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued 9) Graphical on purlin page 2 representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 11-0-10 35-8-8 9-7-4 45-3-12 9-7-4 54-11-0 9-7-4 57-11-0 3-0-0 58-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 4-0-0 3-0-0 12-5-13 8-5-13 20-11-11 8-5-13 29-5-8 8-5-13 37-11-5 8-5-13 46-5-3 8-5-13 54-11-0 8-5-13 57-11-0 3-0-0 58-11-0 1-0-0 59-10-0 0-11-0 0-11-0 1-5-0 3-5-0 0-11-0 3-5-0 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-2-4], [13:0-4-4,0-2-4], [15:Edge,0-4-10] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.46 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.36 0.04 (loc) 19-21 19-21 15 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 630 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 5-26,8-21,12-18: 2x4 SP No.1 SLIDER Left 2x4 SPF-S Stud 0-10-3, Right 2x4 SPF-S Stud 0-10-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-13. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 23-24,21-23. REACTIONS. (lb/size) 2=1327/0-3-8, 23=5127/0-3-8, 15=1916/0-3-8 Max Horz 2=-62(LC 11) Max Uplift2=-236(LC 4), 23=-1147(LC 4), 15=-374(LC 3) Max Grav 2=1330(LC 9), 23=5127(LC 1), 15=1917(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1464/288, 3-4=-2010/406, 4-5=-1663/360, 5-6=-1552/322, 6-7=-1552/322, 7-28=-976/4190, 8-28=-976/4190, 8-9=-2281/536, 9-10=-2281/536, 10-11=-4497/1037, 11-12=-4497/1037, 12-13=-2419/545, 13-14=-2904/625, 14-15=-2321/487 BOT CHORD 2-27=-263/1077, 27-29=-263/1077, 26-29=-263/1077, 26-30=-472/1920, 30-31=-472/1920, 31-32=-472/1920, 32-33=-472/1920, 25-33=-472/1920, 25-34=-472/1920, 24-34=-472/1920, 24-35=-1051/246, 35-36=-1051/246, 36-37=-1051/246, 37-38=-1051/246, 38-39=-1051/246, 23-39=-1051/246, 22-23=-1516/339, 22-40=-1516/339, 40-41=-1516/339, 41-42=-1516/339, 42-43=-1516/339, 43-44=-1516/339, 21-44=-1516/339, 21-45=-711/3069, 45-46=-711/3069, 46-47=-711/3069, 20-47=-711/3069, 20-48=-711/3069, 19-48=-711/3069, 19-49=-988/4427, 49-50=-988/4427, 50-51=-988/4427, 51-52=-988/4427, 18-52=-988/4427, 18-53=-349/1711, 17-53=-349/1711, 15-17=-349/1711 WEBS 3-27=-393/73, 3-26=-144/604, 4-26=-111/785, 5-26=-310/169, 5-24=-575/253, 7-24=-574/2903, 7-23=-3659/915, 8-23=-3610/906, 8-21=-902/4211, 10-21=-1333/388, 10-19=-294/1548, 12-19=-37/314, 12-18=-2170/559, 13-18=-237/1299, 14-18=-182/704, 14-17=-355/69 NOTES- (13-14) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. February 2,2018 23-5-8 7-5-8 30-11-0 7-5-8 32-9-12 1-10-12 43-3-8 10-5-12 49-3-8 6-0-0 51-11-0 2-7-8 52-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 8-6-0 7-6-0 16-0-0 7-6-0 23-5-8 7-5-8 30-11-0 7-5-8 32-9-12 1-10-12 38-0-10 5-2-14 43-3-8 5-2-14 49-3-8 6-0-0 51-11-0 2-7-8 52-11-0 1-0-0 53-10-0 0-11-0 0-11-0 11-3-5 3-0-5 1-5-0 11-5-0 0-11-0 11-3-5 6.00 12 8.00 12 Plate Offsets (X,Y)-- [6:0-3-0,0-2-3], [8:0-3-0,0-2-3], [11:0-2-8,Edge], [12:0-3-0,0-2-3], [16:Edge,0-2-1], [29:Edge,0-5-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.67 0.35 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.15 0.03 (loc) 23-25 22-23 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 387 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 16-20,20-24: 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 5-25,6-25,7-25,7-23,7-22,8-22,9-22,9-21: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-0 max.): 6-8, 11-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22,19-21. WEBS 1 Row at midpt 5-25, 7-25, 8-22, 9-21, 10-21 2 Rows at 1/3 pts 7-22 REACTIONS. (lb/size) 29=1307/0-3-8, 21=3280/0-3-8, 16=829/0-3-8 Max Horz 29=252(LC 4) Max Uplift29=-112(LC 13), 21=-165(LC 6), 16=-163(LC 6) Max Grav 29=1383(LC 9), 21=3280(LC 1), 16=844(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1390/64, 3-4=-1836/116, 4-5=-1612/145, 5-6=-1291/192, 6-7=-960/204, 7-8=0/457, 8-9=0/570, 9-10=-58/1000, 10-11=-874/153, 11-30=-851/195, 12-30=-851/195, 12-13=-1039/202, 13-14=-555/99, 2-29=-1311/57, 14-16=-705/140 BOT CHORD 28-29=-232/276, 27-28=-231/1171, 27-31=-244/1439, 26-31=-244/1439, 25-26=-244/1439, 25-32=-236/709, 24-32=-236/709, 23-24=-236/709, 23-33=-236/709, 22-33=-236/709, 21-22=-751/298, 21-34=-306/160, 20-34=-306/160, 20-35=-306/160, 19-35=-306/160, 19-36=-19/703, 36-37=-19/703, 18-37=-19/703, 18-38=-54/530, 17-38=-54/530 WEBS 3-28=-663/155, 3-27=-58/271, 5-27=0/303, 5-25=-623/176, 7-25=-76/526, 7-23=0/492, 7-22=-1755/137, 8-22=-527/66, 9-22=-154/1693, 9-21=-2101/102, 10-21=-719/216, 10-19=-196/1477, 11-19=-833/232, 2-28=-80/1296, 13-17=-471/90, 14-17=-64/503, 13-18=-99/360 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 29=112, 21=165, 16=163. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 51 lb up at 48-10-4 on top chord, and 279 lb down and 93 lb up at 46-10-4, and 26 lb down at 48-10-4, and 111 lb down and 42 lb up at 50-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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. February 2,2018 15-7-8 1-8-8 17-7-8 2-0-0 25-2-10 7-7-2 32-9-12 7-7-2 37-10-6 5-0-10 42-11-0 5-0-10 45-11-0 3-0-0 46-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 2-3-8 1-3-8 8-11-8 6-8-0 13-11-0 4-11-8 15-7-8 1-8-8 17-7-8 2-0-0 25-2-10 7-7-2 32-9-12 7-7-2 37-10-6 5-0-10 42-11-0 5-0-10 45-11-0 3-0-0 46-11-0 1-0-0 47-10-0 0-11-0 0-11-0 0-4-8 1-5-0 3-3-3 6-8-11 0-11-0 1-0-0 3-3-3 6.00 12 8.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-5-8,0-2-12], [6:0-5-8,0-2-0], [12:0-3-8,0-1-8], [13:0-3-0,0-2-3], [17:Edge,0-5-8], [20:0-3-8,0-2-0], [24:0-4-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.52 0.61 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.62 0.16 (loc) 25 25 21 l/defl >999 >633 n/a L/d 240 180 n/a PLATES MT20 Weight: 526 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 2-31: 2x6 SP No.1, 11-23: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-4 max.): 6-13. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-23 REACTIONS. (lb/size) 21=4964/0-3-8, 17=-76/0-3-8, 31=1508/0-3-8 Max Horz 31=149(LC 4) Max Uplift21=-804(LC 4), 17=-149(LC 9), 31=-139(LC 5) Max Grav 21=4964(LC 1), 17=35(LC 12), 31=1508(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 30-31=-1508/139, 2-30=-847/151, 2-3=-1090/132, 3-4=-3383/315, 4-5=-2343/258, 5-6=-2303/245, 6-7=-5984/727, 7-8=-6517/829, 8-9=-1370/340, 9-10=-1370/340, 10-11=-1370/340, 11-12=-206/2174, 12-13=-30/393, 13-14=-48/550 BOT CHORD 29-30=-333/2991, 28-29=-310/2763, 27-28=-311/2758, 26-27=-626/6006, 25-26=-716/6479, 24-25=-704/5194, 24-32=-633/4688, 32-33=-633/4687, 33-34=-633/4687, 34-35=-633/4686, 35-36=-633/4686, 23-36=-633/4686, 23-37=-4878/694, 37-38=-4878/694, 22-38=-4878/694, 21-22=-4878/694, 21-39=-4878/694, 39-40=-4878/694, 20-40=-4878/694, 20-41=-2174/282, 41-42=-2174/282, 19-42=-2174/282 WEBS 3-29=-171/1176, 4-28=-20/503, 4-27=-904/239, 5-27=-181/2126, 6-27=-4453/638, 6-26=-135/388, 7-26=-785/254, 7-25=-182/547, 8-25=-181/2533, 8-24=-1007/149, 8-23=-3589/394, 9-23=-472/200, 11-23=-1022/6637, 11-21=-4411/763, 11-20=-474/3115, 12-20=-1263/216, 12-19=-259/2040, 13-19=-514/65, 14-19=-290/53, 3-30=-2830/238 NOTES- (14-15) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity Continued of bearing on surface. 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. February 2,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 7-8 7-8 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=209/0-3-7, 4=60/Mechanical, 7=27/Mechanical Max Horz 8=67(LC 6) Max Uplift8=-46(LC 4), 4=-29(LC 6) Max Grav 8=209(LC 1), 4=60(LC 1), 7=55(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-3-9 to 2-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 7-8 7-8 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=209/0-3-7, 4=60/Mechanical, 7=27/Mechanical Max Horz 8=67(LC 6) Max Uplift8=-46(LC 4), 4=-29(LC 6) Max Grav 8=209(LC 1), 4=60(LC 1), 7=55(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-3-9 to 2-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 1-8-8 8-11-8 4-11-8 13-11-0 4-11-8 15-7-8 1-8-8 16-11-0 1-3-8 17-11-0 1-0-0 18-11-0 1-0-0 0-11-0 1-5-0 3-3-3 3-5-0 0-11-0 1-0-0 2-3-3 6.00 12 8.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-1-9], [7:0-4-0,0-1-9], [9:0-4-4,0-6-4], [18:0-1-8,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.43 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.09 -0.21 0.08 (loc) 15-16 15-16 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1262/0-3-8, 12=1267/0-3-8 Max Horz 18=-68(LC 3) Max Uplift18=-267(LC 5), 12=-273(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-373/117, 2-3=-330/100, 3-4=-2808/726, 4-5=-2696/706, 5-6=-2209/592, 6-7=-2207/560, 7-8=-2692/666, 8-9=-2813/659, 9-10=-1302/303, 10-12=-1158/250 BOT CHORD 17-18=-415/1386, 16-17=-620/2304, 16-19=-749/2717, 19-20=-749/2717, 20-21=-749/2717, 21-22=-749/2717, 15-22=-749/2717, 14-15=-498/2294, 13-14=-307/1430 WEBS 3-18=-1729/434, 3-17=-243/1022, 5-16=-302/1213, 6-16=-585/255, 6-15=-586/252, 7-15=-281/1208, 9-14=-219/975, 9-13=-1040/243, 10-13=-244/1140 NOTES- (14-15) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 18, 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=267, 12=273. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 lb down and 40 lb up at 2-3-8, 123 lb down and 62 lb up at 4-0-12, 123 lb down and 62 lb up at 6-0-12, 123 lb down and 62 lb up at 8-0-12, 123 lb down and 62 lb up at 9-10-4, 123 lb down and 62 lb up at 11-10-4, and 123 lb down and 62 lb up at 13-10-4, and 123 lb down and 45 lb up at 15-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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. February 2,2018 3-5-0 0-11-0 3-3-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-9], [5:0-5-0,0-0-14], [9:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.70 0.20 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.01 (loc) 12 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 69 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=754/0-3-8, 9=754/0-3-8 Max Horz 14=-66(LC 3) Max Uplift14=-132(LC 5), 9=-132(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-486/86, 3-4=-793/123, 4-15=-635/129, 5-15=-635/129, 5-6=-793/124, 6-7=-486/86, 2-14=-416/97, 7-9=-416/97 BOT CHORD 13-14=-94/368, 13-16=-97/407, 12-16=-97/407, 12-17=-68/635, 11-17=-68/635, 11-18=-44/407, 10-18=-44/407, 9-10=-40/368 WEBS 3-12=-45/251, 6-11=-49/251, 6-10=-272/36, 3-13=-272/36 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=132, 9=132. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 49 lb up at 4-0-0, and 52 lb down and 49 lb up at 5-11-8, and 54 lb down and 49 lb up at 7-11-0 on top chord, and 127 lb down and 44 lb up at 2-0-12, 30 lb down at 4-0-12, 30 lb down at 5-11-8, and 30 lb down at 7-10-4, and 127 lb down and 44 lb up at 9-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 6-7=-60, 7-8=-60, 9-14=-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. February 2,2018 30-11-0 4-0-0 31-10-0 0-11-0 1-4-0 3-2-5 3-4-0 1-4-0 3-2-5 6.00 12 Plate Offsets (X,Y)-- [2:0-3-3,0-1-8], [7:0-4-0,0-1-15], [14:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.70 0.71 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.24 0.02 (loc) 14-15 14-15 10 l/defl >999 >972 n/a L/d 240 180 n/a PLATES MT20 Weight: 168 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 6-14: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-0 max.): 3-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-14. WEBS 1 Row at midpt 4-15, 7-12 REACTIONS. (lb/size) 16=1281/0-3-8, 12=2612/0-3-8, 10=543/0-3-8 Max Horz 16=44(LC 4) Max Uplift16=-211(LC 5), 12=-499(LC 4), 10=-114(LC 6) Max Grav 16=1281(LC 1), 12=2612(LC 1), 10=544(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1649/295, 3-4=-1427/274, 4-5=-2067/409, 5-6=-2067/409, 6-7=-128/679, 7-8=-503/100, 2-16=-1238/215, 8-10=-465/113 BOT CHORD 15-18=-395/2067, 18-19=-395/2067, 19-20=-395/2067, 14-20=-395/2067, 14-21=-393/100, 21-22=-393/100, 13-22=-393/100, 13-23=-393/100, 23-24=-393/100, 24-25=-393/100, 12-25=-393/100, 12-26=-32/398, 26-27=-32/398, 27-28=-32/398, 11-28=-32/398 WEBS 3-15=-50/407, 4-15=-727/173, 6-14=-502/2620, 6-12=-1436/337, 7-12=-1149/203, 7-11=-40/327, 2-15=-237/1408, 8-11=-40/373 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=211, 12=499, 10=114. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 lb down and 44 lb up at 2-0-12, 123 lb down and 41 lb up at 4-0-12, 123 lb down and 41 lb up at 6-0-12, 123 lb down and 41 lb up at 8-0-12, 123 lb down and 41 lb up at 10-0-12, 123 lb down and 41 lb up at 12-0-12, 123 lb down and 41 lb up at 14-0-12, 123 lb down and 41 lb up at 16-0-12, 123 lb down and 41 lb up at 16-10-4, 123 lb down and 41 lb up at 18-10-4, 123 lb down and 41 lb up at 20-10-4, 123 lb down and 41 lb up at 22-10-4, 123 lb down and 41 lb up at 24-10-4, and 123 lb down and 41 lb up at 26-10-4, and 127 lb down and 44 lb up at 28-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using Continued proprietary on page methods 2 (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.08 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 6 6 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 1-2. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=220/0-3-8, 7=159/0-1-8 Max Horz 5=-67(LC 3) Max Uplift5=-42(LC 6), 7=-62(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13-14) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13 lb down and 29 lb up at 0-1-12, and 1 lb down and 25 lb up at 1-11-8 on top chord, and 18 lb down and 12 lb up at 0-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): 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: 1=-13(B) 7=-9(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 5.00 12 2.50 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-13], [4:0-6-0,0-1-5], [7:0-2-14,0-2-13] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.58 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.17 0.07 (loc) 10-11 10-11 7 l/defl >999 >889 n/a L/d 240 180 n/a PLATES MT20 Weight: 75 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud SLIDER Left 2x8 SP 2400F 2.0E 2-2-2, Right 2x8 SP 2400F 2.0E 2-2-2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except 2-0-0 oc purlins (4-6-15 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=794/0-3-8, 7=793/0-3-8 Max Horz 2=11(LC 13) Max Uplift2=-135(LC 5), 7=-135(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1459/187, 3-4=-1394/190, 4-13=-1218/187, 13-14=-1218/187, 5-14=-1218/187, 5-6=-1399/188, 6-7=-1464/178 BOT CHORD 2-15=-146/1230, 12-15=-142/1254, 11-12=-154/1180, 11-16=-149/1214, 16-17=-149/1214, 10-17=-149/1214, 9-10=-156/1174, 9-18=-140/1259, 7-18=-145/1235 WEBS 4-12=0/375, 5-9=0/379 NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=135, 7=135. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 37 lb up at 2-0-12, 63 lb down and 46 lb up at 4-0-0, 44 lb down and 46 lb up at 6-0-12, 44 lb down and 46 lb up at 6-9-12, and 63 lb down and 46 lb up at 8-10-8, and 86 lb down and 37 lb up at 10-9-12 on top chord, and 49 lb down and 17 lb up at 2-0-12, 34 lb down at 4-1-8, 34 lb down at 6-0-12, 34 lb down at 6-9-12, and 34 lb down at 8-9-5, and 49 lb down and 17 lb up at 10-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 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. February 2,2018 6-7-0 36-0-8 6-7-0 43-11-12 7-11-4 51-11-0 7-11-4 52-11-0 1-0-0 5-10-4 5-10-4 11-5-0 5-6-12 17-5-0 6-0-0 22-10-8 5-5-8 29-5-8 6-7-0 36-0-8 6-7-0 43-11-12 7-11-4 51-11-0 7-11-4 52-11-0 1-0-0 53-10-0 0-11-0 0-9-0 8-2-8 1-5-0 12-0-0 0-11-0 12-0-0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-1-8], [4:0-3-0,0-2-3], [5:0-6-0,0-2-0], [6:0-5-12,0-2-0], [8:0-6-4,0-2-4], [14:0-3-8,Edge], [16:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.78 0.87 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.67 0.06 (loc) 1-25 1-25 14 l/defl >922 >359 n/a L/d 240 180 n/a PLATES MT20 Weight: 334 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 6-22,6-21,6-19,7-19,8-19,8-18: 2x4 SP No.1, 12-14: 2x6 SP No.1 SLIDER Left 2x4 SPF-S Stud 3-6-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 23-25,22-23. WEBS 1 Row at midpt 5-22, 6-19, 7-19, 8-19, 9-18 2 Rows at 1/3 pts 6-22 REACTIONS. (lb/size) 1=655/Mechanical, 22=2775/0-3-8, 14=1453/0-3-8 Max Horz 1=-281(LC 4) Max Uplift1=-29(LC 6), 22=-97(LC 6), 14=-97(LC 7) Max Grav 1=691(LC 10), 22=2775(LC 1), 14=1472(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-837/72, 2-3=-757/108, 3-4=-552/97, 4-5=-378/118, 5-6=0/536, 6-7=-768/209, 7-8=-768/209, 8-9=-1349/212, 9-10=-1798/154, 10-11=-1941/124, 11-12=-1264/23, 12-14=-932/7 BOT CHORD 1-25=-162/635, 19-28=0/1005, 18-28=0/1005, 17-18=0/1523, 17-29=0/1523, 16-29=0/1523, 15-16=-14/1028, 14-15=0/984 WEBS 3-25=-329/163, 5-25=-69/691, 5-22=-873/178, 6-22=-1993/64, 6-19=-104/1295, 7-19=-448/193, 8-19=-507/54, 8-18=-25/703, 9-18=-673/181, 9-16=0/315, 11-16=-10/499, 11-15=-470/182 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 53-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) 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) 1, 22, 14. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 29-5-8 6-7-0 36-0-8 6-7-0 43-11-12 7-11-4 51-11-0 7-11-4 52-11-0 1-0-0 1-0-0 1-0-0 9-6-4 8-6-4 15-6-4 6-0-0 22-10-8 7-4-4 29-5-8 6-7-0 36-0-8 6-7-0 43-11-12 7-11-4 51-11-0 7-11-4 52-11-0 1-0-0 53-10-0 0-11-0 0-11-0 1-5-0 6-11-6 12-0-0 0-11-0 12-0-0 6.00 12 8.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-9], [4:0-6-0,0-2-0], [5:0-4-4,0-2-4], [7:0-4-4,0-2-4], [13:0-3-8,Edge], [15:0-2-8,0-1-8], [23:0-2-8,0-1-8], [24:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.93 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.32 0.09 (loc) 15-17 15-17 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 328 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 4-21,5-20,6-20,6-18,6-17,7-17: 2x4 SP No.1, 11-13: 2x6 SP No.1 SLIDER Left 2x6 SP No.1 1-0-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-5-9 max.): 3-4, 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21 2-2-0 oc bracing: 13-14. WEBS 1 Row at midpt 2-24, 3-23, 4-21, 5-20, 6-20, 6-17, 8-17 REACTIONS. (lb/size) 1=912/0-3-8, 21=2369/0-3-8, 13=1593/0-3-8 Max Horz 1=-273(LC 4) Max Uplift1=-42(LC 6), 21=-78(LC 6), 13=-99(LC 7) Max Grav 1=923(LC 10), 21=2369(LC 1), 13=1593(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1613/46, 2-3=-1147/110, 3-4=-664/140, 4-5=-682/176, 5-6=-459/198, 6-7=-1172/242, 7-8=-1554/234, 8-9=-1997/176, 9-10=-2140/146, 10-11=-1365/34, 11-13=-1007/15 BOT CHORD 1-25=-203/1324, 24-25=-203/1324, 24-26=-125/819, 23-26=-125/819, 22-23=-107/657, 21-22=-107/657, 20-21=-951/222, 19-20=-50/1040, 18-19=-50/1040, 18-27=-50/1040, 17-27=-50/1040, 16-17=0/1688, 16-28=0/1688, 15-28=0/1688, 14-15=-19/1108, 13-14=-1/1059 WEBS 2-25=0/450, 2-24=-506/184, 3-24=0/363, 3-23=-254/59, 4-23=0/331, 4-21=-2748/239, 4-20=-66/1886, 6-20=-1226/113, 6-18=0/396, 6-17=-51/278, 7-17=0/391, 8-17=-665/181, 8-15=0/309, 10-15=-13/586, 10-14=-517/187 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-0-0 to 53-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 21, 13. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 1-5-0 6-8-11 0-11-0 1-0-0 8.00 12 6.00 12 6.00 12 Plate Offsets (X,Y)-- [1:0-0-5,Edge], [7:0-1-13,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.67 0.56 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.22 0.17 (loc) 12-13 12-13 9 l/defl >999 >976 n/a L/d 240 180 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-10-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=706/Mechanical, 9=770/0-3-8 Max Horz 1=-159(LC 4) Max Uplift1=-29(LC 6), 9=-61(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1963/161, 2-3=-1916/181, 3-4=-857/78, 4-5=-863/79, 5-6=-1779/94, 6-7=-746/42, 7-9=-745/100 BOT CHORD 1-13=-185/1611, 12-13=-171/1400, 11-12=-50/1495, 10-11=0/788 WEBS 3-13=-8/705, 3-12=-782/228, 4-12=0/495, 5-12=-878/189, 5-11=0/402, 6-11=-85/830, 6-10=-605/0, 7-10=0/655 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) 0-1-9 to 18-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 6-8-0 16-11-0 1-3-8 17-11-0 1-0-0 18-10-0 0-11-0 0-11-0 1-5-0 6-8-11 0-11-0 1-0-0 6.00 12 8.00 12 6.00 12 Plate Offsets (X,Y)-- [8:0-1-13,0-2-0], [15:0-2-1,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.46 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.19 0.15 (loc) 13-14 13-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=770/0-3-8, 10=770/0-3-8 Max Horz 15=-149(LC 4) Max Uplift15=-61(LC 6), 10=-61(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1773/159, 4-5=-859/78, 5-6=-859/78, 6-7=-1782/94, 7-8=-745/42, 8-10=-745/99 BOT CHORD 14-15=-74/762, 13-14=-183/1499, 12-13=-50/1499, 11-12=0/786 WEBS 3-15=-1037/0, 3-14=-127/855, 4-14=0/388, 4-13=-888/242, 5-13=0/504, 6-13=-888/189, 6-12=0/403, 7-12=-85/837, 7-11=-604/0, 8-11=0/653 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 18-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 15, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 5x12 6x10 4x8 3x6 3x6 2x4 5x12 1-0-0 1-0-0 5-9-8 4-9-8 11-9-8 6-0-0 21-5-0 9-7-8 25-11-8 4-6-8 27-11-8 2-0-0 37-2-8 9-3-0 38-11-0 1-8-8 42-11-0 4-0-0 50-5-0 7-6-0 57-11-0 7-6-0 58-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 5-9-8 4-9-8 11-9-8 6-0-0 16-7-4 4-9-12 21-5-0 4-9-12 25-11-8 4-6-8 27-5-0 1-5-8 28-0-0 0-7-0 32-7-4 4-7-4 37-2-8 4-7-4 38-11-0 1-8-8 42-11-0 4-0-0 50-5-0 7-6-0 57-11-0 7-6-0 58-11-0 1-0-0 59-10-0 0-11-0 0-11-0 1-5-0 4-5-11 10-10-11 11-3-5 11-5-0 0-11-0 3-0-0 11-3-5 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-3], [7:0-3-0,0-2-3], [9:Edge,0-2-2], [14:0-3-0,0-2-3], [20:0-3-8,Edge], [22:0-2-8,0-1-8], [26:0-2-12,0-2-0], [30:0-2-12,0-2-4], [31:0-2-8,0-2-4], [36:0-2-8,0-1-8], [38:0-5-5,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.65 0.86 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.57 0.09 (loc) 33-34 28-29 20 l/defl >999 >695 n/a L/d 240 180 n/a PLATES MT20 Weight: 427 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 32-35: 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 7-33,7-31,11-30,11-28,14-24: 2x4 SP No.1, 2-38,18-20: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-11-3 max.): 4-5, 7-9, 10-14. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 33-34,32-33,30-31. 1 Row at midpt 8-31, 10-30, 12-27, 13-26 3-4-0 oc bracing: 31-32 WEBS 1 Row at midpt 6-33, 7-31, 28-30, 11-30, 11-28, 15-24, 9-31 REACTIONS. (lb/size) 38=810/0-3-8, 32=3102/0-3-8, 20=1194/0-3-8 Max Horz 38=-253(LC 4) Max Uplift38=-131(LC 6), 32=-95(LC 5), 20=-144(LC 7) Max Grav 38=853(LC 10), 32=3102(LC 1), 20=1229(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-730/92, 3-4=-973/172, 4-5=-943/233, 5-6=-1185/342, 6-7=-41/401, 7-8=0/1143, 8-9=0/1144, 9-10=0/645, 10-11=0/683, 11-12=-624/248, 12-13=-774/242, 13-14=-777/244, 14-15=-1000/268, 15-16=-1327/209, 16-17=-1552/180, 17-18=-1041/56, 2-38=-652/104, 18-20=-780/40 BOT CHORD 37-38=-175/527, 36-37=-171/514, 35-36=-133/756, 34-35=-133/756, 31-32=-3126/163, 30-31=-823/159, 12-27=-804/53, 26-27=0/631, 23-24=-26/1204, 23-41=-26/1204, 22-41=-26/1204, 21-22=-43/845, 20-21=-26/810 WEBS 5-34=-929/275, 6-34=-157/1270, 6-33=-781/208, 7-33=-144/1100, 31-33=-339/198, 7-31=-1752/112, 11-30=-1433/139, 11-27=-24/1158, 12-26=0/614, 24-26=0/881, 15-24=-636/165, 15-22=0/298, 17-22=0/362, 17-21=-381/184, 9-31=-1556/68, 9-30=-30/1478 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 59-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 32 except (jt=lb) 38=131, 20=144. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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. February 2,2018 6-2-8 26-1-4 6-1-4 36-7-5 10-6-1 44-11-0 8-3-11 51-5-0 6-6-0 57-11-0 6-6-0 58-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 7-9-8 6-9-8 13-9-8 6-0-0 20-0-0 6-2-8 28-3-11 8-3-11 36-7-5 8-3-11 44-11-0 8-3-11 51-5-0 6-6-0 57-11-0 6-6-0 58-11-0 1-0-0 59-10-0 0-11-0 0-11-0 1-5-0 5-9-11 9-11-5 10-1-0 0-11-0 9-11-5 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-3], [5:0-6-0,0-2-2], [6:0-3-0,0-2-3], [9:0-2-8,0-1-8], [10:0-3-0,0-2-3], [15:0-3-8,Edge], [17:0-2-8,0-1-8], [20:0-2-8,0-2-0], [23:0-2-8,0-1-8], [25:0-2-8 ,0-1-8], [26:0-2-8,0-1-8], [28:0-5-5,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.82 0.68 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.59 0.04 (loc) 20-22 20-22 15 l/defl >999 >666 n/a L/d 240 180 n/a PLATES MT20 Weight: 325 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 21-24: 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 6-22,7-22,7-20,9-18: 2x4 SP No.1, 2-28,13-15: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-5-9 max.): 4-5, 6-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23,20-22. WEBS 1 Row at midpt 4-25, 5-23, 6-22, 7-22, 9-20, 11-18 REACTIONS. (lb/size) 28=764/0-3-8, 22=3461/0-3-8, 15=1195/0-3-8 Max Horz 28=-224(LC 4) Max Uplift28=-95(LC 6), 22=-126(LC 5), 15=-100(LC 7) Max Grav 28=796(LC 10), 22=3461(LC 1), 15=1261(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-753/51, 3-4=-841/105, 4-5=-470/128, 5-6=0/314, 6-7=0/945, 7-8=-730/226, 8-9=-730/226, 9-10=-938/206, 10-11=-1240/201, 11-12=-1602/152, 12-13=-1171/65, 2-28=-590/31, 13-15=-966/65 BOT CHORD 27-28=-176/582, 26-27=-167/570, 25-26=-107/609, 24-25=-89/474, 23-24=-89/474, 22-30=-530/182, 21-30=-530/182, 21-31=-530/182, 20-31=-530/182, 20-32=-79/730, 19-32=-79/730, 18-19=-79/730, 17-18=-12/1258, 16-17=-3/842, 15-16=-14/863 WEBS 4-26=0/271, 5-25=0/369, 5-23=-787/148, 6-23=-41/690, 6-22=-1435/128, 7-22=-1858/280, 7-20=-93/1702, 9-20=-832/191, 9-18=-32/401, 11-18=-425/149, 12-17=-13/422 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 59-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 15 except (jt=lb) 22=126. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 6-0-0 18-0-0 2-2-8 26-1-4 8-1-4 36-6-2 10-4-14 46-11-0 10-4-14 57-11-0 11-0-0 58-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 9-9-8 8-9-8 15-9-8 6-0-0 18-0-0 2-2-8 25-2-12 7-2-12 32-5-8 7-2-12 39-8-4 7-2-12 46-11-0 7-2-12 52-5-0 5-6-0 57-11-0 5-6-0 58-11-0 1-0-0 59-10-0 0-11-0 0-11-0 1-5-0 7-1-8 8-7-3 8-9-0 0-11-0 8-7-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-2-15,0-2-0], [4:0-4-0,0-1-9], [5:0-2-11,Edge], [6:0-3-0,0-2-3], [11:0-3-0,0-2-3], [16:Edge,0-7-8], [24:0-2-8,0-1-8], [26:0-2-8,0-1-8], [27:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.86 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.62 0.06 (loc) 18-20 18-20 16 l/defl >999 >636 n/a L/d 240 180 n/a PLATES MT20 Weight: 313 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 21-25: 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 7-23,8-22,10-18: 2x4 SP No.1, 2-28,14-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-3-11 max.): 4-5, 6-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23. WEBS 1 Row at midpt 3-26, 4-24, 6-23, 7-22, 8-22, 10-20, 10-18 REACTIONS. (lb/size) 28=891/0-3-8, 22=3387/0-3-8, 16=1277/0-3-8 Max Horz 28=192(LC 5) Max Uplift28=-99(LC 6), 22=-197(LC 5), 16=-87(LC 7) Max Grav 28=913(LC 10), 22=3387(LC 1), 16=1308(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-938/61, 3-4=-983/117, 4-5=-437/142, 5-6=-303/153, 7-8=0/857, 8-9=-874/176, 9-10=-874/176, 10-11=-1139/194, 11-12=-1464/191, 12-13=-1367/83, 13-14=-1248/6, 2-28=-955/29, 14-16=-1380/21 BOT CHORD 26-27=-138/881, 26-29=-70/694, 25-29=-70/694, 24-25=-70/694, 23-24=-64/442, 23-30=-696/180, 30-31=-696/180, 22-31=-696/180, 21-22=-98/372, 21-32=-98/372, 20-32=-98/372, 20-33=-90/1080, 19-33=-90/1080, 19-34=-90/1080, 18-34=-90/1080, 17-18=-37/1337 WEBS 3-27=-516/221, 4-26=0/356, 4-24=-418/40, 5-24=0/362, 5-23=-727/138, 7-23=-85/1331, 7-22=-1482/220, 8-22=-1861/208, 8-20=0/1181, 10-20=-610/134, 11-18=0/409, 12-18=-260/165, 12-17=-351/140, 13-17=-325/101, 2-27=-119/1123, 14-17=0/1271 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 59-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 16 except (jt=lb) 22=197. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 58-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 10-0-0 9-0-0 17-9-6 7-9-6 25-6-13 7-9-6 33-4-3 7-9-6 41-1-10 7-9-6 48-11-0 7-9-6 57-11-0 9-0-0 58-11-0 1-0-0 59-10-0 0-11-0 0-11-0 1-5-0 7-3-3 7-5-0 0-11-0 7-3-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-2-15,0-2-0], [4:0-3-0,0-2-3], [5:0-2-8,0-1-8], [7:0-2-8,0-2-0], [11:0-3-0,0-2-3], [15:Edge,0-5-8], [21:0-2-8,0-2-0], [22:0-2-8,0-1-8], [25:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.98 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.43 -0.82 0.06 (loc) 17-19 17-19 15 l/defl >916 >476 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 298 lb FT = 20% GRIP 197/144 244/190 LUMBER- TOP CHORD 2x4 SP No.1 *Except* 3-4,11-12: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP No.1 *Except* 20-23: 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 5-24,7-22,8-21,10-17: 2x4 SP No.1, 2-26: 2x4 SP 2400F 2.0E 13-15: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-8 max.): 4-11. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 3-24, 7-21, 8-21, 10-17 REACTIONS. (lb/size) 26=882/0-3-8, 21=3353/0-3-8, 15=1283/0-3-8 Max Horz 26=-162(LC 4) Max Uplift26=-81(LC 6), 21=-311(LC 5), 15=-84(LC 7) Max Grav 26=900(LC 10), 21=3353(LC 1), 15=1289(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-927/65, 3-4=-953/130, 4-5=-674/170, 5-6=-358/162, 6-7=-358/162, 7-8=-46/998, 8-9=-1052/187, 9-10=-1052/187, 10-11=-1224/200, 11-12=-1618/166, 12-13=-1253/101, 2-26=-941/32, 13-15=-882/17 BOT CHORD 24-25=-139/877, 24-27=-111/358, 23-27=-111/358, 22-23=-111/358, 22-28=-875/149, 28-29=-875/149, 21-29=-875/149, 20-21=-102/489, 20-30=-102/489, 30-31=-102/489, 19-31=-102/489, 19-32=-121/1280, 18-32=-121/1280, 18-33=-121/1280, 17-33=-121/1280, 16-17=-58/964, 15-16=-76/996 WEBS 3-25=-518/230, 5-24=-23/446, 5-22=-779/199, 7-22=-165/1597, 7-21=-1540/300, 8-21=-2036/249, 8-19=0/1105, 10-19=-501/144, 11-17=0/385, 12-17=-170/389, 12-16=-344/193, 2-25=-126/1128 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 59-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26, 15 except (jt=lb) 21=311. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using Continued proprietary on page methods 2 (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 7-7-12 42-4-0 8-7-0 50-11-0 8-7-0 57-11-0 7-0-0 58-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 8-0-0 7-0-0 16-7-0 8-7-0 25-2-0 8-7-0 33-9-0 8-7-0 42-4-0 8-7-0 50-11-0 8-7-0 57-11-0 7-0-0 58-11-0 1-0-0 59-10-0 0-11-0 0-11-0 1-5-0 5-11-3 6-1-0 0-11-0 5-11-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-2-15,0-2-0], [4:0-3-0,0-2-3], [5:0-2-8,0-1-8], [10:0-2-8,0-1-8], [11:0-3-0,0-2-3], [13:0-2-15,0-2-0], [16:0-2-8,0-1-8], [19:0-2-8,0-1-8], [23:0-2-8,0-2-0], [26:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.52 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.32 0.06 (loc) 17-19 17-19 15 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 284 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 21-24: 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 5-25,8-22,10-17: 2x4 SP No.1, 2-27,13-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-4 max.): 4-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 22-23. WEBS 1 Row at midpt 7-22, 8-22, 10-17 REACTIONS. (lb/size) 27=888/0-3-8, 22=3207/0-3-8, 15=1262/0-3-8 Max Horz 27=-130(LC 4) Max Uplift27=-70(LC 6), 22=-356(LC 5), 15=-84(LC 4) Max Grav 27=897(LC 10), 22=3207(LC 1), 15=1266(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-830/79, 3-4=-1024/128, 4-5=-764/156, 5-6=-592/157, 6-7=-592/157, 7-8=-103/1173, 8-9=-1662/276, 9-10=-1662/276, 10-11=-1267/192, 11-12=-1634/183, 12-13=-1170/105, 2-27=-894/83, 13-15=-1245/111 BOT CHORD 25-26=-126/737, 24-25=-117/592, 23-24=-117/592, 23-28=-912/125, 28-29=-912/125, 22-29=-912/125, 21-22=-100/768, 21-30=-100/768, 20-30=-100/768, 20-31=-100/768, 19-31=-100/768, 18-19=-155/1662, 17-18=-155/1662, 16-17=-52/1015 WEBS 3-26=-461/136, 5-23=-666/221, 7-23=-191/1772, 7-22=-1513/317, 8-22=-2393/284, 8-20=0/324, 8-19=-101/1077, 10-19=-301/163, 10-17=-559/164, 11-17=0/429, 12-17=-150/358, 12-16=-669/150, 2-26=-83/915, 13-16=-109/1237 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 59-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 15 except (jt=lb) 22=356. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 43-11-12 8-11-4 52-11-0 8-11-4 57-11-0 5-0-0 58-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 6-0-0 5-0-0 13-9-13 7-9-13 21-7-11 7-9-13 29-5-8 7-9-13 37-3-5 7-9-13 45-1-3 7-9-13 52-11-0 7-9-13 57-11-0 5-0-0 58-11-0 1-0-0 59-10-0 0-11-0 0-11-0 1-5-0 4-7-3 4-9-0 0-11-0 4-7-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-2-15,0-2-0], [4:0-3-0,0-2-3], [13:0-3-0,0-2-3], [15:0-2-15,0-2-0], [18:0-2-8,0-1-8], [28:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.54 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.44 0.05 (loc) 25-27 25-27 17 l/defl >999 >704 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-29,15-17: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-9 max.): 4-13. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 24-25,22-24. WEBS 1 Row at midpt 5-27, 7-24, 8-24, 11-19 REACTIONS. (lb/size) 29=813/0-3-8, 24=2863/0-3-8, 17=1141/0-3-8 Max Horz 29=-99(LC 4) Max Uplift29=-56(LC 6), 24=-407(LC 5), 17=-95(LC 4) Max Grav 29=818(LC 10), 24=2863(LC 1), 17=1144(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-671/87, 3-4=-970/100, 4-5=-750/120, 5-6=-459/87, 6-7=-459/87, 7-8=-271/1739, 8-9=-722/144, 9-10=-722/144, 10-11=-1727/279, 11-12=-1173/171, 12-13=-1172/172, 13-14=-1484/179, 14-15=-981/109, 2-29=-763/120, 15-17=-1087/141 BOT CHORD 27-28=-118/557, 26-27=-142/728, 25-26=-142/728, 24-25=-515/95, 23-24=-589/96, 22-23=-589/96, 21-22=-164/1150, 20-21=-216/1776, 19-20=-216/1776, 18-19=-58/812 WEBS 3-28=-413/56, 4-27=0/263, 5-25=-590/203, 7-25=-87/1195, 7-24=-1714/344, 8-24=-1872/370, 8-22=-161/1636, 10-22=-933/229, 10-21=-34/691, 11-19=-738/189, 13-19=0/471, 14-19=-95/422, 14-18=-578/79, 2-28=-67/675, 15-18=-86/969 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 59-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 17 except (jt=lb) 24=407. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 1-0-0 6-3-8 5-3-8 11-7-0 5-3-8 16-10-8 5-3-8 23-5-8 6-7-0 30-0-8 6-7-0 32-9-12 2-9-4 39-3-8 6-5-12 45-3-8 6-0-0 51-11-0 6-7-8 52-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 6-3-8 5-3-8 11-7-0 5-3-8 16-10-8 5-3-8 23-5-8 6-7-0 30-0-8 6-7-0 32-9-12 2-9-4 39-3-8 6-5-12 45-3-8 6-0-0 51-11-0 6-7-8 52-11-0 1-0-0 53-10-0 0-11-0 0-11-0 5-8-3 1-5-0 12-0-0 0-11-0 12-0-0 6.00 12 8.00 12 Plate Offsets (X,Y)-- [7:0-6-4,0-2-4], [9:0-6-4,0-2-4], [11:0-6-0,0-2-0], [12:0-3-0,0-2-3], [14:0-2-15,0-2-0], [17:0-2-8,0-1-8], [22:0-3-8,Edge], [27:0-2-8,0-1-8], [28:0-2-8,0-1-8], [30:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.79 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.22 0.07 (loc) 23-25 23-25 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 342 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 7-25,7-23,8-23,9-23,9-22,10-21: 2x4 SP No.1, 2-30: 2x6 SP No.1 14-16: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-9, 11-12. 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 6-25, 7-23, 8-23, 9-23, 9-22, 10-21, 11-21 REACTIONS. (lb/size) 30=1494/0-3-8, 21=2514/0-3-8, 16=786/0-3-8 Max Horz 30=270(LC 5) Max Uplift30=-88(LC 6), 21=-69(LC 7), 16=-80(LC 7) Max Grav 30=1520(LC 10), 21=2514(LC 1), 16=801(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1218/53, 3-4=-2004/132, 4-5=-1863/151, 5-6=-1782/198, 6-7=-1404/235, 7-8=-906/219, 8-9=-906/219, 9-10=-410/201, 10-11=0/272, 11-12=-634/118, 12-13=-867/86, 13-14=-649/22, 2-30=-978/69, 14-16=-825/34 BOT CHORD 29-30=-220/910, 28-29=-227/957, 27-28=-194/1620, 27-31=-166/1408, 26-31=-166/1408, 25-26=-166/1408, 24-25=-139/1099, 24-32=-139/1099, 23-32=-139/1099, 23-33=-80/311, 22-33=-80/311, 20-21=0/516, 19-20=0/516, 18-19=0/513, 17-18=-24/661 WEBS 3-29=-491/109, 3-28=0/678, 5-27=-285/107, 6-27=-7/365, 6-25=-575/159, 7-25=-62/752, 7-23=-423/61, 8-23=-461/190, 9-23=-119/1244, 9-22=-1101/144, 10-22=-96/1357, 10-21=-1912/155, 11-21=-803/137, 13-17=-446/148, 14-17=-53/810 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 53-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 21, 16. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 18-0-0 5-8-0 28-11-0 10-11-0 32-9-12 3-10-12 41-3-8 8-5-12 47-3-8 6-0-0 51-11-0 4-7-8 52-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 6-8-0 5-8-0 12-4-0 5-8-0 18-0-0 5-8-0 23-5-8 5-5-8 28-11-0 5-5-8 32-9-12 3-10-12 41-3-8 8-5-12 47-3-8 6-0-0 51-11-0 4-7-8 52-11-0 1-0-0 53-10-0 0-11-0 0-11-0 12-7-3 4-4-3 1-5-0 12-9-0 0-11-0 12-7-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [7:0-3-0,0-2-3], [9:0-3-0,0-2-3], [11:0-6-0,0-2-0], [12:0-3-0,0-2-3], [14:0-2-15,0-2-0], [17:0-2-8,0-1-8], [26:0-2-8,0-1-8], [27:0-2-8,0-1-8], [29:Edge,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.89 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.54 -1.01 0.06 (loc) 22-24 22-24 16 l/defl >726 >390 n/a L/d 240 180 n/a PLATES MT20 Weight: 333 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 23-25: 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 7-24,8-24,8-22,9-22,10-22,10-21: 2x4 SP No.1 2-29,14-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-9, 11-12. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 21-22. WEBS 1 Row at midpt 6-24, 8-24, 8-22, 9-22, 10-21, 11-21 REACTIONS. (lb/size) 29=1399/0-3-8, 21=2808/0-3-8, 16=646/0-3-8 Max Horz 29=285(LC 5) Max Uplift29=-89(LC 6), 21=-78(LC 7), 16=-78(LC 7) Max Grav 29=1440(LC 10), 21=2808(LC 1), 16=670(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1298/78, 3-4=-1927/121, 4-5=-1802/141, 5-6=-1616/193, 6-7=-1259/223, 7-8=-965/220, 8-9=-265/168, 9-10=-347/195, 10-11=-1/636, 11-12=-538/99, 12-13=-714/76, 13-14=-559/50, 2-29=-1407/104, 14-16=-654/75 BOT CHORD 28-29=-264/296, 27-28=-222/1088, 26-27=-181/1534, 26-30=-154/1266, 25-30=-154/1266, 24-25=-154/1266, 24-31=-128/702, 23-31=-128/702, 23-32=-128/702, 22-32=-128/702, 22-33=-400/203, 21-33=-400/203, 20-21=0/473, 19-20=0/473, 18-19=0/469, 17-18=-5/469 WEBS 3-28=-723/98, 3-27=0/455, 5-26=-358/111, 6-26=-28/330, 6-24=-558/186, 7-24=-24/347, 8-24=-27/676, 8-22=-1105/143, 10-22=-58/1589, 10-21=-2338/188, 11-21=-916/153, 11-19=0/321, 13-17=-293/71, 2-28=-55/1299, 14-17=-36/574 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 53-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 29, 21, 16. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 0-1-4 39-8-8 6-9-8 46-9-8 7-1-0 -0-11-0 0-11-0 1-0-0 1-0-0 7-6-0 6-6-0 14-0-0 6-6-0 20-3-11 6-3-11 26-7-5 6-3-11 32-11-0 6-3-11 39-8-8 6-9-8 46-9-8 7-1-0 0-11-0 1-5-0 9-11-3 10-1-0 0-10-0 9-11-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-2-3], [9:0-3-0,0-2-3], [13:0-5-9,0-0-8], [20:0-2-8,0-1-8], [22:Edge,0-2-1] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.82 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.50 0.06 (loc) 17-19 17-19 13 l/defl >999 >784 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 6-19,7-15: 2x4 SP No.1, 2-22: 2x4 SPF-S Stud SLIDER Right 2x6 SP No.1 4-3-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-9 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,13-14. WEBS 1 Row at midpt 4-19, 6-19, 6-17, 7-15, 9-15, 11-15 REACTIONS. (lb/size) 22=1387/0-3-8, 15=2649/0-3-8, 13=299/Mechanical Max Horz 22=234(LC 5) Max Uplift22=-89(LC 6), 15=-26(LC 5), 13=-87(LC 7) Max Grav 22=1387(LC 1), 15=2649(LC 1), 13=348(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1294/91, 3-4=-1821/189, 4-5=-1476/234, 5-6=-1131/233, 6-7=-883/217, 7-8=-44/411, 8-9=-44/414, 9-10=-45/568, 10-11=-73/463, 12-13=-256/201, 2-22=-1402/110 BOT CHORD 20-21=-192/1101, 19-20=-182/1438, 18-19=-158/1052, 18-23=-158/1052, 23-24=-158/1052, 17-24=-158/1052, 17-25=-107/550, 25-26=-107/550, 16-26=-107/550, 15-16=-107/550 WEBS 3-21=-666/134, 3-20=-50/342, 4-19=-400/155, 5-19=-15/410, 6-17=-548/145, 7-17=-17/1073, 7-15=-1711/224, 9-15=-610/48, 11-15=-600/155, 11-14=0/264, 2-21=-71/1325 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 46-9-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 15, 13. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 -0-11-0 0-11-0 1-0-0 1-0-0 6-6-0 5-6-0 12-0-0 5-6-0 18-11-4 6-11-4 25-10-8 6-11-4 32-9-12 6-11-4 34-11-0 2-1-4 40-5-0 5-6-0 45-11-0 5-6-0 46-11-0 1-0-0 0-11-0 1-5-0 8-7-3 8-9-0 0-11-0 8-7-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-2-3], [9:0-2-8,0-2-0], [10:0-3-0,0-2-3], [17:0-2-8,0-1-8], [23:Edge,0-7-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.49 0.91 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.61 0.06 (loc) 19-21 19-21 17 l/defl >999 >640 n/a L/d 240 180 n/a PLATES MT20 Weight: 247 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 6-21,7-17: 2x4 SP No.1, 2-23,13-14: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-14 max.): 5-10. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-21, 6-19, 7-17, 9-17, 10-16 REACTIONS. (lb/size) 23=1374/0-3-8, 17=2638/0-3-8, 14=229/0-3-8 Max Horz 23=206(LC 5) Max Uplift23=-72(LC 6), 17=-120(LC 5), 14=-55(LC 7) Max Grav 23=1374(LC 1), 17=2638(LC 1), 14=268(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1308/9, 3-4=-1430/86, 4-5=-1574/197, 5-6=-1229/198, 6-7=-1048/178, 7-8=-57/490, 8-9=-57/490, 9-10=-93/377, 10-11=-127/473, 11-12=-573/50, 12-13=-541/0, 2-23=-1443/23, 13-14=-619/0 BOT CHORD 21-22=-205/1424, 21-24=-184/1234, 20-24=-184/1234, 20-25=-184/1234, 19-25=-184/1234, 19-26=-121/653, 26-27=-121/653, 18-27=-121/653, 17-18=-121/653, 16-17=-490/158 WEBS 3-22=-332/101, 4-22=-396/151, 4-21=-250/167, 5-21=0/478, 6-19=-482/152, 7-19=-12/1028, 7-17=-1781/236, 9-17=-973/133, 9-16=-31/658, 10-16=-342/13, 11-16=-410/164, 11-15=0/619, 2-22=0/1330, 13-15=0/618 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 46-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 14 except (jt=lb) 17=120. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 5-6-0 4-6-0 10-0-0 4-6-0 17-7-4 7-7-4 25-2-8 7-7-4 32-9-12 7-7-4 36-11-0 4-1-4 41-5-0 4-6-0 45-11-0 4-6-0 46-11-0 1-0-0 47-10-0 0-11-0 0-11-0 1-5-0 7-3-3 7-5-0 0-11-0 7-3-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-2-15,0-2-0], [5:0-3-0,0-2-3], [9:0-2-8,0-2-0], [10:0-3-0,0-2-3], [13:0-2-15,0-2-0], [18:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.55 0.81 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.77 0.06 (loc) 20-22 20-22 18 l/defl >981 >512 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 237 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 19-21: 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 6-22,8-18: 2x4 SP No.1, 2-24,13-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-6 max.): 5-10. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-22, 8-18, 9-18 REACTIONS. (lb/size) 24=1357/0-3-8, 18=2658/0-3-8, 15=254/0-3-8 Max Horz 24=-161(LC 4) Max Uplift24=-66(LC 6), 18=-177(LC 5), 15=-92(LC 7) Max Grav 24=1360(LC 10), 18=2658(LC 1), 15=283(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1207/56, 3-4=-1307/118, 4-5=-1652/195, 5-6=-1316/192, 6-7=-1284/179, 7-8=-1284/179, 8-9=-51/667, 9-10=-92/345, 10-11=-123/432, 11-12=-405/54, 12-13=-388/0, 2-24=-1335/86, 13-15=-475/2 BOT CHORD 22-23=-195/1424, 22-25=-223/1476, 21-25=-223/1476, 21-26=-223/1476, 20-26=-223/1476, 20-27=-151/806, 27-28=-151/806, 19-28=-151/806, 18-19=-151/806, 17-18=-667/161 WEBS 3-23=-278/76, 4-23=-535/96, 5-22=0/531, 6-22=-322/209, 6-20=-404/159, 8-20=0/1003, 8-18=-1982/262, 9-18=-1049/163, 9-17=-43/767, 10-17=-369/56, 11-17=-339/130, 11-16=0/460, 2-23=-10/1197, 13-16=0/436 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 47-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 15 except (jt=lb) 18=177. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 38-11-0 6-1-4 45-11-0 7-0-0 46-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 8-0-0 7-0-0 15-8-12 7-8-12 23-5-8 7-8-12 31-2-4 7-8-12 38-11-0 7-8-12 45-11-0 7-0-0 46-11-0 1-0-0 47-10-0 0-11-0 0-11-0 1-5-0 5-11-3 6-1-0 0-11-0 5-11-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-3], [10:0-4-0,0-1-9], [12:0-2-15,0-2-0], [15:0-2-8,0-1-8], [16:0-2-8,0-1-8], [17:0-6-0,0-3-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.68 0.69 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.48 0.05 (loc) 17-18 17-18 14 l/defl >999 >812 n/a L/d 240 180 n/a PLATES MT20 Weight: 214 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-24,12-14: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-15 max.): 4-10. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-22, 5-18, 8-17, 10-17 REACTIONS. (lb/size) 17=2651/0-3-8, 24=1309/0-3-8, 14=216/0-3-8 Max Horz 24=-130(LC 4) Max Uplift17=-275(LC 5), 24=-65(LC 5), 14=-83(LC 7) Max Grav 17=2651(LC 1), 24=1309(LC 10), 14=231(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1702/165, 4-5=-1322/185, 5-6=-1093/171, 6-7=-1093/171, 7-8=-1093/171, 8-9=-148/992, 9-10=-148/997, 10-11=-175/394, 11-12=-253/53, 12-14=-291/36 BOT CHORD 23-24=-163/1047, 22-23=-155/1051, 22-25=-228/1773, 21-25=-228/1773, 20-21=-228/1773, 19-20=-228/1773, 19-26=-228/1773, 18-26=-228/1773, 18-27=-524/124, 27-28=-524/124, 17-28=-524/124, 16-17=-296/124, 15-16=-27/256 WEBS 3-22=-150/378, 4-22=0/491, 5-22=-648/184, 5-20=0/321, 5-18=-842/114, 7-18=-447/178, 8-18=-225/2002, 8-17=-1744/357, 10-17=-1091/94, 10-16=0/319, 11-16=-438/101, 3-24=-1513/130, 12-15=-75/363 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 47-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 14 except (jt=lb) 17=275. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 25-7-0 7-8-0 32-9-12 7-2-12 40-11-0 8-1-4 45-11-0 5-0-0 46-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 8-11-8 7-11-8 11-11-0 2-11-8 15-6-8 3-7-8 17-11-0 2-4-8 25-7-0 7-8-0 33-3-0 7-8-0 40-11-0 7-8-0 45-11-0 5-0-0 46-11-0 1-0-0 47-10-0 0-11-0 0-11-0 1-5-0 4-7-3 6-8-11 0-11-0 2-0-0 4-7-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-2-15,0-2-0], [5:0-2-11,Edge], [11:0-3-0,0-2-3], [13:0-2-15,0-2-0], [16:0-2-8,0-1-8], [18:0-3-12,0-3-4], [19:0-2-8,0-1-8], [21:0-3-4,0-3-0], [22:0-5-8,0-4-0], [23:Edge,0-2-8], [24:0-2-8,0-2-0], [26:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.51 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.57 0.20 (loc) 21-22 21-22 18 l/defl >999 >684 n/a L/d 240 180 n/a PLATES MT20 Weight: 232 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 6-23,7-20: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 8-18: 2x4 SP No.1, 2-27,13-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-14 max.): 5-11. BOT CHORD Structural wood sheathing directly applied or 4-0-9 oc bracing. WEBS 1 Row at midpt 8-18 REACTIONS. (lb/size) 27=1055/0-3-8, 18=2922/0-3-8, 15=-120/0-3-8 Max Horz 27=-147(LC 4) Max Uplift27=-63(LC 6), 18=-300(LC 5), 15=-120(LC 10) Max Grav 27=1055(LC 1), 18=2922(LC 1), 15=139(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1051/73, 3-4=-1231/145, 4-5=-1127/171, 5-6=-2717/250, 6-7=-2183/239, 7-8=-2181/247, 8-9=-218/2328, 9-10=-218/2328, 10-11=-130/500, 11-12=-174/703, 2-27=-1097/58 BOT CHORD 25-26=-89/953, 24-25=-67/1395, 6-22=0/324, 21-22=-221/2727, 7-21=-361/144, 17-18=-2183/224 WEBS 3-26=-554/186, 4-25=-47/855, 5-25=-859/136, 5-24=-814/66, 22-24=-80/1618, 5-22=-182/1527, 6-21=-715/8, 8-21=-229/2350, 8-19=0/357, 8-18=-2630/279, 10-18=-1439/241, 10-17=-110/1927, 11-17=-698/136, 12-17=-387/97, 2-26=-94/1191 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 47-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27 except (jt=lb) 18=300, 15=120. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 25-7-0 7-8-0 32-9-12 7-2-12 40-11-0 8-1-4 45-11-0 5-0-0 46-11-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 8-11-8 7-11-8 11-11-0 2-11-8 15-6-8 3-7-8 17-11-0 2-4-8 25-7-0 7-8-0 33-3-0 7-8-0 40-11-0 7-8-0 45-11-0 5-0-0 46-11-0 1-0-0 47-10-0 0-11-0 0-11-0 1-5-0 4-7-3 6-8-11 0-11-0 2-0-0 4-7-3 6.00 12 8.00 12 Plate Offsets (X,Y)-- [2:0-2-15,0-2-0], [5:0-2-11,Edge], [11:0-3-0,0-2-3], [13:0-2-15,0-2-0], [16:0-2-8,0-1-8], [18:0-3-12,0-3-4], [19:0-2-8,0-1-8], [21:0-3-4,0-3-0], [22:0-5-8,0-4-0], [23:Edge,0-2-8], [24:0-2-8,0-2-0], [26:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.51 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.57 0.20 (loc) 21-22 21-22 18 l/defl >999 >684 n/a L/d 240 180 n/a PLATES MT20 Weight: 232 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 6-23,7-20: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 8-18: 2x4 SP No.1, 2-27,13-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-14 max.): 5-11. BOT CHORD Structural wood sheathing directly applied or 4-0-9 oc bracing. WEBS 1 Row at midpt 8-18 REACTIONS. (lb/size) 27=1055/0-3-8, 18=2922/0-3-8, 15=-120/0-3-8 Max Horz 27=-147(LC 4) Max Uplift27=-63(LC 6), 18=-300(LC 5), 15=-120(LC 10) Max Grav 27=1055(LC 1), 18=2922(LC 1), 15=139(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1051/73, 3-4=-1231/145, 4-5=-1127/171, 5-6=-2717/250, 6-7=-2183/239, 7-8=-2181/247, 8-9=-218/2328, 9-10=-218/2328, 10-11=-130/500, 11-12=-174/703, 2-27=-1097/58 BOT CHORD 25-26=-89/953, 24-25=-67/1395, 6-22=0/324, 21-22=-221/2727, 7-21=-361/144, 17-18=-2183/224 WEBS 3-26=-554/186, 4-25=-47/855, 5-25=-859/136, 5-24=-814/66, 22-24=-80/1618, 5-22=-182/1527, 6-21=-715/8, 8-21=-229/2350, 8-19=0/357, 8-18=-2630/279, 10-18=-1439/241, 10-17=-110/1927, 11-17=-698/136, 12-17=-387/97, 2-26=-94/1191 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 47-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27 except (jt=lb) 18=300, 15=120. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 5-6 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 6=153/0-3-8, 4=41/Mechanical, 5=17/Mechanical Max Horz 6=67(LC 6) Max Uplift6=-16(LC 6), 4=-28(LC 6), 5=-1(LC 6) Max Grav 6=153(LC 1), 4=41(LC 1), 5=36(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 1-11-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4, 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 8-0-0 5-8-8 9-11-0 1-11-0 15-7-8 5-8-8 16-11-0 1-3-8 17-11-0 1-0-0 18-10-0 0-11-0 0-11-0 1-5-0 5-11-3 6-1-0 0-11-0 1-0-0 4-11-3 6.00 12 8.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-5-0,0-0-14], [6:0-4-0,0-1-9], [9:0-1-13,0-2-0], [17:0-2-1,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.34 0.61 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.13 (loc) 15-16 15-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 89 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=770/0-3-8, 11=770/0-3-8 Max Horz 17=-133(LC 4) Max Uplift17=-59(LC 6), 11=-59(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1741/125, 4-5=-915/84, 5-6=-681/106, 6-7=-916/84, 7-8=-1747/86, 8-9=-926/41, 9-11=-744/99 BOT CHORD 16-17=-94/772, 15-16=-135/1454, 14-15=0/680, 13-14=-30/1452, 12-13=0/790 WEBS 3-17=-1054/0, 3-16=-83/801, 4-16=0/380, 4-15=-783/186, 5-15=0/264, 6-14=0/265, 7-14=-779/139, 7-13=0/392, 8-13=-55/787, 8-12=-529/0, 9-12=0/778 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 18-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 17, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 1-0-0 2-3-8 1-3-8 6-0-0 3-8-8 11-11-0 5-11-0 15-7-8 3-8-8 16-11-0 1-3-8 17-11-0 1-0-0 18-10-0 0-11-0 0-11-0 1-5-0 4-7-3 4-9-0 0-11-0 1-0-0 3-7-3 6.00 12 8.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-1-13,0-2-0], [5:0-5-0,0-0-14], [6:0-4-0,0-1-9], [9:0-1-13,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.30 0.33 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.13 0.10 (loc) 14-15 14-15 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=770/0-3-8, 11=770/0-3-8 Max Horz 18=102(LC 5) Max Uplift18=-51(LC 6), 11=-51(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-742/98, 2-3=-946/50, 3-4=-1644/81, 4-5=-1067/88, 5-6=-860/100, 6-7=-1068/88, 7-8=-1644/81, 8-9=-946/50, 9-11=-742/98 BOT CHORD 16-17=-121/813, 15-16=-119/1329, 14-15=-50/859, 13-14=-1/1329, 12-13=0/813 WEBS 2-17=-18/807, 3-17=-538/25, 3-16=-22/636, 4-16=-30/335, 4-15=-482/106, 5-15=0/323, 6-14=0/323, 7-14=-481/74, 7-13=0/334, 8-13=-22/635, 8-12=-538/6, 9-12=0/807 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 18-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 18, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 11. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.22 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.01 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-10,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=529/0-3-8, 8=529/0-3-8 Max Horz 10=-100(LC 4) Max Uplift10=-53(LC 6), 8=-53(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-481/66, 4-5=-481/66 BOT CHORD 9-10=-61/348, 8-9=-12/348 WEBS 4-9=0/251, 3-10=-504/105, 5-8=-504/105 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 12-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 31-10-0 0-11-0 1-4-0 9-0-12 1-4-0 6.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [8:0-3-0,0-1-12], [11:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.56 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.45 0.04 (loc) 11-13 11-13 10 l/defl >999 >715 n/a L/d 240 180 n/a PLATES MT20 Weight: 150 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 6-13,2-15,8-10: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 6-13 REACTIONS. (lb/size) 14=1508/0-3-8, 10=1165/0-3-8 Max Horz 14=102(LC 5) Max Uplift14=-174(LC 6), 10=-89(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-188/348, 3-4=-151/458, 4-5=-1015/187, 5-6=-902/186, 6-7=-1400/191, 7-8=-1587/169, 8-10=-1105/199 BOT CHORD 13-14=-8/637, 12-13=-33/1330, 12-16=-33/1330, 11-16=-33/1330, 10-11=-49/256 WEBS 4-14=-1548/353, 4-13=0/282, 5-13=-2/441, 6-13=-725/159, 6-11=0/271, 2-14=-514/371, 8-11=0/1085 NOTES- (8-9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 14=174. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 6-10-4 30-11-0 7-1-12 31-10-0 0-11-0 1-4-0 8-2-5 8-4-0 1-4-0 8-2-5 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [6:0-4-0,0-1-15], [9:0-3-0,0-1-8], [12:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.82 0.57 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.43 0.03 (loc) 15-16 15-16 11 l/defl >999 >740 n/a L/d 240 180 n/a PLATES MT20 Weight: 151 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-17,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 6-15, 7-13 REACTIONS. (lb/size) 16=1477/0-3-8, 11=1101/0-3-8 Max Horz 16=-95(LC 4) Max Uplift16=-169(LC 6), 11=-85(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-197/318, 3-4=-164/419, 4-5=-987/174, 5-6=-791/191, 6-7=-1055/200, 7-8=-1287/188, 8-9=-1456/168, 9-11=-1034/194 BOT CHORD 15-16=-16/515, 14-15=0/851, 13-14=0/851, 12-13=-39/1223 WEBS 4-16=-1428/363, 4-15=0/338, 6-13=-49/317, 7-13=-460/138, 2-16=-415/349, 9-12=-14/1032 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 16=169. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 7-2-5 7-4-0 1-4-0 7-2-5 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [5:0-4-0,0-1-15] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.48 0.53 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.88 0.04 (loc) 9-10 9-10 9 l/defl >921 >364 n/a L/d 240 180 n/a PLATES MT20 Weight: 144 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 9-11: 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 2-14,7-9: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, except end verticals, and 2-0-0 oc purlins (5-11-5 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12, 6-9 REACTIONS. (lb/size) 13=1542/0-3-8, 9=1164/0-3-8 Max Horz 13=85(LC 5) Max Uplift13=-159(LC 6), 9=-78(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-182/404, 3-4=-1045/148, 4-5=-864/165, 5-6=-1326/177, 6-7=-364/81, 7-9=-369/134 BOT CHORD 12-13=-37/371, 11-12=0/1111, 11-15=0/1111, 10-15=0/1111, 9-10=-79/1253 WEBS 3-13=-1451/322, 3-12=-20/606, 5-12=-395/37, 5-10=0/436, 2-13=-395/308, 6-9=-1212/151 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 13=159. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 1-4-0 6-2-5 6-4-0 1-4-0 6-2-5 6.00 12 Plate Offsets (X,Y)-- [6:0-4-0,0-1-15] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.65 0.64 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.48 0.02 (loc) 12-14 10-11 10 l/defl >999 >275 n/a L/d 240 180 n/a PLATES MT20 Weight: 146 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-15,8-10: 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.): 4-6. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS. (lb/size) 12=1587/0-3-8, 15=786/0-3-8, 10=339/0-3-8 Max Horz 15=-76(LC 4) Max Uplift12=-1(LC 6), 15=-67(LC 6), 10=-71(LC 7) Max Grav 12=1587(LC 1), 15=799(LC 10), 10=373(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-756/133, 4-5=-618/146, 5-6=0/269, 2-15=-269/122, 8-10=-261/119 BOT CHORD 14-15=-57/749, 14-16=-25/296, 13-16=-25/296, 13-17=-25/296, 12-17=-25/296 WEBS 5-14=0/485, 5-12=-901/144, 6-12=-537/73, 6-11=0/363, 7-11=-330/159, 3-15=-771/101 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 15, 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [5:0-4-0,0-1-15], [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 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.62 0.76 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.34 -0.85 0.02 (loc) 10-12 10-12 8 l/defl >703 >278 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-13,6-8: 2x4 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-13 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, Except: 6-0-0 oc bracing: 9-10. WEBS 1 Row at midpt 4-10 REACTIONS. (lb/size) 13=809/0-3-8, 10=1478/0-3-8, 8=391/0-3-8 Max Horz 13=-66(LC 4) Max Uplift13=-75(LC 6), 10=-25(LC 5), 8=-93(LC 7) Max Grav 13=809(LC 1), 10=1478(LC 1), 8=394(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-963/141, 3-4=-765/170, 2-13=-764/178, 6-8=-312/165 BOT CHORD 12-13=-138/291, 12-14=-71/416, 11-14=-71/416, 11-15=-71/416, 10-15=-71/416, 8-9=-76/318 WEBS 4-12=0/424, 4-10=-985/175, 5-10=-516/92, 2-12=0/515, 6-9=-265/122 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 10, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 6-0-0 31-10-0 0-11-0 1-4-0 4-2-5 4-4-0 1-4-0 4-2-5 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [7:0-4-0,0-1-15], [8:0-2-12,0-2-0], [14:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.63 0.31 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.01 (loc) 12-14 12-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 137 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-16,8-10: 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.): 3-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-14. REACTIONS. (lb/size) 16=771/0-3-8, 12=1442/0-3-8, 10=365/0-3-8 Max Horz 16=-56(LC 4) Max Uplift16=-57(LC 6), 12=-80(LC 5), 10=-71(LC 7) Max Grav 16=771(LC 1), 12=1442(LC 1), 10=370(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-893/129, 3-4=-730/149, 4-5=-751/155, 5-6=-22/374, 6-7=-22/377, 2-16=-716/159, 8-10=-314/125 BOT CHORD 14-15=-48/751 WEBS 4-14=-384/124, 5-14=-71/997, 5-12=-970/173, 7-12=-625/65, 2-15=-9/585 NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 12, 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.60 0.17 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.13 0.03 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 1-6,3-4: 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) 6=503/0-3-8, 4=503/0-3-8 Max Horz 6=-25(LC 7) Max Uplift6=-24(LC 6), 4=-24(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-906/141, 2-3=-906/141, 1-6=-474/125, 3-4=-474/125 WEBS 2-5=0/359, 1-5=-16/591, 3-5=-16/591 NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=36/Mechanical, 1=61/Mechanical, 4=192/0-4-9 Max Horz 5=-33(LC 4), 1=-35(LC 4) Max Uplift1=-7(LC 5), 4=-62(LC 7) Max Grav 5=54(LC 2), 1=61(LC 1), 4=192(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 6) Non Standard bearing condition. Review required. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.08 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 43 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-8-2. (lb) - Max Horz 2=-67(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 12, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 11, 12, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.25 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.09 0.03 (loc) 11-12 11-12 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-12,5-7: 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. REACTIONS. (lb/size) 12=567/0-3-8, 7=567/0-3-8 Max Horz 12=-34(LC 7) Max Uplift12=-56(LC 6), 7=-56(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-916/118, 3-4=-775/141, 4-5=-916/118, 2-12=-549/166, 5-7=-549/166 BOT CHORD 10-11=-2/759, 9-10=-1/775, 8-9=-2/759 WEBS 2-11=0/584, 5-8=0/584 NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 12, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.08 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-8-2. (lb) - Max Horz 2=37(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 11, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 10 except 11=340(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-254/106 NOTES- (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 11, 12. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 BC WB (Matrix) 0.32 0.20 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=425/Mechanical, 7=495/0-3-8 Max Horz 7=208(LC 5) Max Uplift5=-66(LC 6), 7=-41(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-470/89, 2-7=-447/136 BOT CHORD 5-6=-62/363 WEBS 3-5=-437/160, 2-6=0/284 NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 0.20 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=221/0-3-8, 4=139/0-1-8 Max Horz 5=98(LC 5) Max Uplift5=-30(LC 6), 4=-29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 0.20 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=221/0-3-8, 4=139/0-1-8 Max Horz 5=98(LC 5) Max Uplift5=-30(LC 6), 4=-29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 TC BC WB (Matrix) 0.52 0.86 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.12 -0.00 (loc) 6-7 6-7 7 l/defl >825 >337 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=469/0-3-8, 6=487/Mechanical Max Horz 6=86(LC 4) Max Uplift7=-13(LC 5), 6=-53(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 671 lb down and 41 lb up 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-20, 5-7=-20 Concentrated Loads (lb) Vert: 8=-671(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. February 2,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.01 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=215/0-3-8, 4=97/Mechanical, 5=40/Mechanical Max Horz 6=102(LC 6) Max Uplift6=-11(LC 6), 4=-55(LC 6) Max Grav 6=215(LC 1), 4=97(LC 1), 5=70(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 3-8-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.09 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 9 9 8 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=208/0-3-8, 8=138/Mechanical Max Horz 11=56(LC 12) Max Uplift11=-44(LC 5), 8=-28(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 41 lb up at 2-0-0 on top chord, and 3 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-20, 7-11=-20 Concentrated Loads (lb) Vert: 9=1(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 TC BC WB (Matrix) 0.27 0.59 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.05 0.00 (loc) 6-7 6-7 6 l/defl >999 >728 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=302/0-3-8, 6=299/Mechanical Max Horz 7=83(LC 4) Max Uplift7=-46(LC 5), 6=-81(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 328 lb down and 103 lb up at 1-8-4 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 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=-20, 5-7=-20 Concentrated Loads (lb) Vert: 8=-328(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. February 2,2018 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.01 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=209/0-3-8, 4=92/Mechanical, 5=37/Mechanical Max Horz 6=99(LC 6) Max Uplift6=-12(LC 6), 4=-52(LC 6) Max Grav 6=209(LC 1), 4=92(LC 1), 5=66(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 3-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 BC WB (Matrix) 0.10 0.09 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 8 8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=202/0-3-8, 7=131/Mechanical Max Horz 9=57(LC 4) Max Uplift9=-44(LC 5), 7=-29(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 7. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 45 lb up at 2-0-0 on top chord, and 3 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-20, 6-9=-20 Concentrated Loads (lb) Vert: 8=1(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 CSI. TC BC WB (Matrix) 0.19 0.13 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 4-5 4-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 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=152/0-3-8, 4=152/0-1-8 Max Horz 5=83(LC 6) Max Uplift4=-49(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 WB (Matrix) 0.47 0.87 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.20 0.00 (loc) 4-5 4-5 l/defl >566 >223 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP 2400F 2.0E 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=815/0-3-8, 4=861/Mechanical Max Horz 5=83(LC 5) Max Uplift5=-16(LC 5), 4=-91(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 686 lb down and 41 lb up at 1-0-12, and 687 lb down and 40 lb up at 3-0-12 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=-686(F) 7=-687(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. February 2,2018 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.11 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 0.02 (loc) 7 7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 8=221/0-3-8, 6=143/0-1-8 Max Horz 8=107(LC 6) Max Uplift8=-8(LC 6), 6=-50(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 3-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.16 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.04 0.02 (loc) 7 7 6 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=221/0-3-8, 6=143/Mechanical Max Horz 9=68(LC 5) Max Uplift9=-42(LC 5), 6=-32(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 47 lb up at 2-0-0 on top chord, and 11 lb up at 2-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 7-9=-20, 6-7=-20 Concentrated Loads (lb) Vert: 7=1(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.16 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.04 -0.02 (loc) 7 7 9 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=221/0-3-8, 6=143/Mechanical Max Horz 6=68(LC 5) Max Uplift9=-60(LC 5), 6=-28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 47 lb up at 2-0-0 on top chord, and 11 lb up at 2-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 7-9=-20, 6-7=-20 Concentrated Loads (lb) Vert: 7=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. February 2,2018 CSI. TC BC WB (Matrix) 0.10 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 5-6 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=153/0-3-8, 4=41/Mechanical, 5=17/Mechanical Max Horz 6=66(LC 6) Max Uplift6=-19(LC 6), 4=-27(LC 6) Max Grav 6=153(LC 1), 4=41(LC 1), 5=36(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 1-11-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.12 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.01 (loc) 5-6 5-6 4 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 SP No.1 BOT CHORD 2x4 SP No.1 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 6-0-0 oc bracing. REACTIONS. (lb/size) 7=223/0-3-8, 4=95/Mechanical, 5=50/Mechanical Max Horz 7=106(LC 6) Max Uplift7=-10(LC 6), 4=-50(LC 6) Max Grav 7=223(LC 1), 4=95(LC 1), 5=70(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.11 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.00 (loc) 9 9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=216/0-3-8, 8=147/Mechanical Max Horz 11=61(LC 4) Max Uplift11=-44(LC 5), 8=-30(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 45 lb up at 2-0-0 on top chord, and 3 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-20, 7-11=-20 Concentrated Loads (lb) Vert: 9=1(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 WB (Matrix) 0.18 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 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=221/0-3-8, 4=143/0-1-8 Max Horz 5=98(LC 5) Max Uplift5=-29(LC 6), 4=-29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=221/0-3-8, 5=143/0-1-8 Max Horz 6=98(LC 5) Max Uplift6=-29(LC 6), 5=-29(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 3-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.11 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 0.00 (loc) 9 9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=216/0-3-8, 8=147/Mechanical Max Horz 11=61(LC 10) Max Uplift11=-44(LC 5), 8=-30(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12-13) 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) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 45 lb up at 2-0-0 on top chord, and 3 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-20, 7-11=-20 Concentrated Loads (lb) Vert: 9=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. February 2,2018 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=153/0-3-8, 3=41/Mechanical, 4=18/Mechanical Max Horz 5=68(LC 6) Max Uplift5=-9(LC 6), 3=-30(LC 6), 4=-6(LC 6) Max Grav 5=153(LC 1), 3=41(LC 1), 4=36(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=153/0-3-8, 3=41/Mechanical, 4=18/Mechanical Max Horz 5=68(LC 6) Max Uplift5=-9(LC 6), 3=-30(LC 6), 4=-6(LC 6) Max Grav 5=153(LC 1), 3=41(LC 1), 4=36(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 CSI. TC BC WB (Matrix) 0.10 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 5-6 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=153/0-3-8, 4=41/Mechanical, 5=17/Mechanical Max Horz 6=66(LC 6) Max Uplift6=-19(LC 6), 4=-27(LC 6) Max Grav 6=153(LC 1), 4=41(LC 1), 5=36(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -0-11-0 to 1-11-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=153/0-3-8, 3=41/Mechanical, 4=18/Mechanical Max Horz 5=57(LC 6) Max Uplift5=-19(LC 6), 3=-24(LC 6), 4=-1(LC 6) Max Grav 5=153(LC 1), 3=41(LC 1), 4=36(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=223/0-3-8, 3=104/Mechanical, 4=41/Mechanical Max Horz 5=82(LC 6) Max Uplift5=-22(LC 6), 3=-47(LC 6) Max Grav 5=223(LC 1), 3=104(LC 1), 4=74(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.06 0.06 (loc) 6 6 4 l/defl >999 >816 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=250/0-3-8, 4=106/Mechanical, 5=69/Mechanical Max Horz 7=58(LC 5) Max Uplift7=-54(LC 5), 4=-38(LC 6), 5=-5(LC 5) Max Grav 7=250(LC 1), 4=106(LC 1), 5=86(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4, 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down and 18 lb up at 2-0-0 on top chord, and 57 lb down and 41 lb up at 2-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 15) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 6-7=-20, 5-6=-20 Concentrated Loads (lb) Vert: 6=-57(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. February 2,2018 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.30 0.13 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 11 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 152 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-11-8. (lb) - Max Horz 19=208(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 19, 11, 12, 13, 14, 15, 16 except 18=-175(LC 5) Max Grav All reactions 250 lb or less at joint(s) 19, 11, 12, 13, 14, 15, 16, 17, 18 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11-12) 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 11, 12, 13, 14, 15, 16 except (jt=lb) 18=175. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 6-7 6-7 4 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=211/0-4-9, 6=24/Mechanical, 4=61/Mechanical Max Horz 7=66(LC 6) Max Uplift7=-47(LC 4), 4=-29(LC 6) Max Grav 7=211(LC 1), 6=50(LC 2), 4=61(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-3-9 to 2-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 6-7 6-7 4 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=211/0-4-9, 6=24/Mechanical, 4=61/Mechanical Max Horz 7=66(LC 6) Max Uplift7=-47(LC 4), 4=-29(LC 6) Max Grav 7=211(LC 1), 6=50(LC 2), 4=61(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-3-9 to 2-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7-8 7-8 4 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=209/0-4-9, 4=60/Mechanical, 7=27/Mechanical Max Horz 8=66(LC 6) Max Uplift8=-47(LC 4), 4=-28(LC 6) Max Grav 8=209(LC 1), 4=60(LC 1), 7=55(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-3-9 to 2-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7-8 7-8 4 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=209/0-4-9, 4=60/Mechanical, 7=27/Mechanical Max Horz 8=66(LC 6) Max Uplift8=-47(LC 4), 4=-28(LC 6) Max Grav 8=209(LC 1), 4=60(LC 1), 7=55(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-3-9 to 2-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7-8 7-8 4 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 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=209/0-4-9, 4=60/Mechanical, 7=27/Mechanical Max Horz 8=66(LC 6) Max Uplift8=-47(LC 4), 4=-28(LC 6) Max Grav 8=209(LC 1), 4=60(LC 1), 7=55(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) -1-3-9 to 2-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 WB (Matrix) 0.20 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.01 (loc) 6-7 6-7 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=209/0-4-9, 3=59/Mechanical, 6=27/Mechanical Max Horz 7=68(LC 6) Max Uplift7=-43(LC 4), 3=-30(LC 6) Max Grav 7=209(LC 1), 3=59(LC 1), 6=56(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8-9) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 CSI. TC BC WB (Matrix) 0.14 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=207/0-3-7, 6=86/Mechanical Max Horz 7=54(LC 5) Max Uplift7=-57(LC 4), 6=-12(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018 CSI. TC BC WB (Matrix) 0.14 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=207/0-3-7, 6=86/Mechanical Max Horz 7=54(LC 5) Max Uplift7=-57(LC 4), 6=-12(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9-10) 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. February 2,2018