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HomeMy WebLinkAboutI5461132.B12211197.pdfB12211197 ProBuild (Mooresville). My license renewal date for the state of Indiana is July 31, 2012. Pages or sheets covered by this seal: Wedgewood Const. 17 Grandin Hall The truss drawing(s) referenced below have been prepared by DrJ Consulting, LLC under my direct supervision based on the parameters provided by The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s) depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses, per ANSI/TPI 1. The responsibilities and duties of the truss designer, truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Re: I5461132 thru I5461207 MiTek 20/20 7.2 Important Notice: The accuracy of the Truss Design Drawings relies upon: 1. Accurate metal plate connector design values as published by MiTek. 2. Accurate design values for solid sawn lumber. Design values (E, Emin, Fb, Fc, Fcperp, Ft, and Fv) for solid sawn lumber and approved, grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. Ryan J. Dexter, P.E. DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 May 2,2012 Job B12211197 Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461132 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:28 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-iY1NFCJRhAAFNOiC6AaM5gKJ36kejLoLJNqVDizKZcj Scale = 1:19.9 T1 B1 HW1 1 2 5 6 3 7 8 3x4 4 3x8 4-9-1 4-9-1 -1-9-10 1-9-10 4-9-1 4-9-1 0-10-14 3-6-8 3-6-4 2-11-2 6.66 12 Plate Offsets (X,Y): [2:0-0-0,0-1-1], [2:0-2-1,0-4-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC Job B12211197 Truss CG02 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461133 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:28 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-iY1NFCJRhAAFNOiC6AaM5gKJ36kejLoLJNqVDizKZcj Scale = 1:19.9 T1 B1 HW1 1 2 5 6 3 7 8 3x4 4 3x8 4-9-1 4-9-1 -1-9-10 1-9-10 4-9-1 4-9-1 0-10-14 3-6-8 3-6-4 2-11-2 6.66 12 Plate Offsets (X,Y): [2:0-0-0,0-1-1], [2:0-2-1,0-4-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC Job B12211197 Truss CG03 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461134 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:28 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-iY1NFCJRhAAFNOiC6AaM5gKI56jejLoLJNqVDizKZcj Scale = 1:23.5 T1 B1 HW1 1 2 5 3 6 3x4 4 3x8 5-11-8 5-11-8 -1-9-10 1-9-10 5-11-8 5-11-8 0-10-14 4-2-8 4-2-4 3-7-2 6.66 12 Plate Offsets (X,Y): [2:0-0-0,0-1-1], [2:0-2-1,0-4-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC Job B12211197 Truss GE01 Truss Type GABLE Qty 2 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461135 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:29 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-AkblSYK3SUI6?YHOft6bdutUlV4ESlcUY1Z2m8zKZci Scale = 1:39.1 W1 T1 T1 W1 B1 ST4 ST3 ST2 ST1 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 3x8 4x6 3x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 11-11-0 11-11-0 -1-0-0 1-0-0 5-11-8 5-11-8 Job B12211197 Truss GE02 Truss Type Special Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461136 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:31 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-77jVtEMKz5YpEsQnnI83iJyiGJeXwZln?L29q1zKZcg Scale = 1:72.3 T2 T3 T4 B1 W1 W2 W3 W4 W5 W4 W5 W4 W6 W7 HW1 W9 W8 ST20 ST21 ST18 ST19 ST17 ST15 ST16 ST13 ST14 ST11 ST12 ST9 ST10 ST7 ST8 ST6 ST5 ST3 ST4 ST2 ST1 ST22 ST23 ST24 ST25 ST26 ST27 T1 ST28 B2 B3 Job B12211197 Truss GE03 Truss Type GABLE Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461137 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:32 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-bJGu5ZMykPggs??zL?fIFWVzJj5df6OwE?ojMTzKZcf Scale = 1:56.8 W1 T1 T2 W1 B1 ST7 ST6 ST5 ST4 ST3 ST2 ST1 ST6 ST5 ST4 ST3 ST2 ST1 B2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x8 4x6 3x8 3x6 18-4-0 18-4-0 -1-0-0 1-0-0 9-2-0 Job B12211197 Truss GE04 Truss Type Special Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461138 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:32 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-bJGu5ZMykPggs??zL?fIFWVrfjygf?XwE?ojMTzKZcf Scale = 1:67.1 T1 T2 T3 T4 B1 W3 W4 W5 W6 W7 W6 W7 W6 W1 W2 W9 W8 ST19 ST20 ST17 ST18 ST14 ST16 ST15 ST12 ST13 ST10 ST11 ST8 ST9 ST7 ST5 ST6 ST4 ST2 ST3 ST1 ST21 ST22 B2 B3 1 2 3 4 5 6 7 15 14 13 12 11 Job B12211197 Truss GE05 Truss Type GABLE Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461139 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:33 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-3WqGIvNaVioXU9aAujAXnk29e7SBOZb4TfXGvwzKZce Scale = 1:42.8 W1 T1 T2 W1 B1 ST5 ST4 ST3 ST2 ST1 ST4 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 3x8 4x6 3x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 Job B12211197 Truss GE06 Truss Type Common Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461140 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:33:14 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-cxRSVSbxjkXC5hoaJQUDN1jNQqtoZBuxhtV6yZzKZb3 Scale = 1:75.0 T2 T2 B1 W2 W1 W2 HW1 W1 HW1 ST5 ST3 ST4 ST2 ST1 ST3 ST4 ST2 ST1 T1 T1 B2 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 4x6 3x4 4x10 4x6 4x6 3x6 3x4 1.5x4 3x4 1.5x4 4x10 Job B12211197 Truss GE07 Truss Type GABLE Qty 2 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461141 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:34 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-XiOeWFOCG0wO5J9MSQhmKxaIGWmb73KDhJHpRMzKZcd Scale = 1:22.7 T1 W1 B1 ST5 ST4 ST3 ST2 ST1 1 2 3 4 5 6 7 8 14 13 12 11 10 9 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 12-2-4 12-2-4 -1-6-6 1-6-6 12-2-4 12-2-4 0-3-14 3-7-8 3.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 Job B12211197 Truss GE08 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461142 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:34 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-XiOeWFOCG0wO5J9MSQhmKxaKxWoW73IDhJHpRMzKZcd Scale = 1:11.8 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-11-1 2-11-1 2-11-1 2-11-1 1-11-6 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.07 0.04 0.00 DEFL Vert(LL) Job B12211197 Truss GR01 Truss Type Common Truss Qty 1 Ply 2 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461143 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:35 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-?uy0jbPq1K2FjTkY08C?t97T7w2ssQ3Mwz0NzozKZcc Scale = 1:77.7 T2 T3 T2 B1 W1 W2 W3 W4 W5 W6 W5 W6 W5 W4 W3 W2 W1 ST17 ST18 ST15 ST16 ST13 ST14 ST11 ST12 ST10 ST8 ST9 ST6 ST7 ST5 ST3 ST4 ST2 ST1 ST19 ST20 ST21 ST22 ST23 ST24 ST25 ST26 ST27 ST28 T1 T1 1 B2 B1 2 Job B12211197 Truss GR01 Truss Type Common Truss Qty 1 Ply 2 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461143 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:36 2012 Page 2 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-T5WOwxPSodA6LdJlarkEPMgetKN5btJW9dmwVEzKZcb NOTES 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 172 lb down and 92 lb up at 4-6-12, 119 lb down and 80 lb up at 6-6-12, 119 lb down and 80 lb up at 8-6-12, 119 lb down and 80 lb up at 10-6-12, 119 lb down and 80 lb up at 12-6-12, 119 lb down and 80 lb up at 14-6-12, 119 lb down and 80 lb up at 16-6-12, 119 lb down and 80 lb up at 18-6-12, 119 lb down and 80 lb up at 20-6-12, 119 lb down and 80 lb up at 22-0-4, 119 lb down and 80 lb up at 24-0-4, 119 lb down and 80 lb up at 26-0-4, 119 lb down and 80 lb up at 28-0-4, 119 lb down and 80 lb up at 30-0-4, 119 lb down and 80 lb up at 32-0-4, 119 lb down and 80 lb up at 34-0-4, and 119 lb down and 80 lb up at 36-0-4, and 172 lb down and 92 lb up at 38-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-60, 6-8=-60, 8-13=-60, 2-12=-20 Concentrated Loads (lb) Vert: 19=-119 17=-119 73=-172(F) 74=-119 75=-119 76=-119 77=-119 78=-119 79=-119 80=-119 81=-119 82=-119 83=-119 84=-119 85=-119 86=-119 87=-119 88=-172(F) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. Job B12211197 Truss GR02 Truss Type Half Hip Truss Qty 2 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461144 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:36 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-T5WOwxPSodA6LdJlarkEPMggfKTxbz5W9dmwVEzKZcb Scale = 1:19.6 T1 T2 W2 B1 W2 W3 W1 1 2 3 4 7 6 5 1.5x4 4x6 3x8 2x4 4x8 2-8-0 2-8-0 4-0-0 1-4-0 -1-0-0 1-0-0 2-8-0 2-8-0 4-0-0 1-4-0 0-10-14 3-6-14 12.00 12 Plate Offsets (X,Y): [3:0-6-8,0-2-0], [7:0-5-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code Job B12211197 Truss GR03 Truss Type Common Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461145 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:36 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-T5WOwxPSodA6LdJlarkEPMgduKQ2bsoW9dmwVEzKZcb Scale = 1:65.8 T2 T3 T4 B1 W1 W2 W3 W4 W5 W3 W6 W7 HW1 W9 W8 ST6 ST7 ST5 ST2 ST4 ST1 ST3 ST8 ST9 ST10 ST11 ST12 ST13 T1 B2 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 3x6 4x8 4x8 4x6 5x8 4x6 4x6 4x6 3x6 2x4 3x4 3x4 3x4 Job B12211197 Truss GR04 Truss Type COMMON TRUSS Qty 1 Ply 3 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461146 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:37 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-xH4n8HQ4ZxJzynux7YFTyaCmtkjHKDlfNHVU2hzKZca Scale = 1:62.2 T1 T2 T3 B1 W1 W2 W3 W4 W5 W6 W7 B2 HW2 1 2 3 4 5 6 12 11 10 9 8 13 14 16 15 17 18 19 20 21 7 22 5x8 4x6 4x8 5x12 6x6 6x8 6x6 5x12 3x12 5x8 5x6 3x6 3x6 5-5-5 5-5-5 11-9-4 6-3-15 15-2-14 3-5-10 20-1-7 4-10-9 25-3-8 5-2-1 5-5-5 5-5-5 10-7-2 5-1-13 15-2-14 Job B12211197 Truss GR04 Truss Type COMMON TRUSS Qty 1 Ply 3 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461146 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:37 2012 Page 2 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-xH4n8HQ4ZxJzynux7YFTyaCmtkjHKDlfNHVU2hzKZca LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-432(B) 8=-432(B) 7=-432(B) 13=-1674(B) 14=-1674(B) 15=-1674(B) 16=-1671(B) 17=-1671(B) 18=-1671(B) 19=-432(B) 20=-432(B) 21=-432(B) 22=-432(B) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. Job B12211197 Truss GR05 Truss Type Common Truss Qty 1 Ply 2 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461147 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:37 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-xH4n8HQ4ZxJzynux7YFTyaCiCkjgKEffNHVU2hzKZca Scale = 1:58.2 T1 T1 B1 W3 W2 W1 W1 W2 HW1 HW1 B2 1 2 3 4 5 9 8 10 11 12 7 13 14 6 15 16 4x6 6x8 10x10 4x8 3x12 4x8 3x12 10x10 10x10 4-8-12 4-8-12 9-2-0 4-5-4 13-7-4 4-5-4 18-4-0 4-8-12 4-8-12 4-8-12 9-2-0 4-5-4 13-7-4 4-5-4 18-4-0 4-8-12 0-10-14 10-0-14 0-10-14 12.00 12 Plate Offsets (X,Y): [1:0-1-4,0-3-0], [5:0-1-4,0-3-0] LOADING (psf) Job B12211197 Truss GR06 Truss Type Special Truss Qty 1 Ply 2 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461148 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:38 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-PTe9LdRjKFRqawT7hGmiUnl_c81j3iApcxF1a7zKZcZ Scale = 1:74.7 T1 T2 T3 B1 W3 W4 W5 W6 W7 W8 W9 W10 W11 W12 W13 W14 W1 W15 W2 ST11 ST12 ST9 ST10 ST8 ST6 ST7 ST5 ST3 ST4 ST1 ST2 ST13 ST14 ST15 ST16 ST17 ST18 ST19 ST20 ST21 ST22 ST23 T4 B2 B3 1 2 3 4 5 Job B12211197 Truss GR06 Truss Type Special Truss Qty 1 Ply 2 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461148 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:39 2012 Page 2 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-ugCXZzSL5YZhC42JFzHx1?I9MXNyo9Qyrb_a6ZzKZcY LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-11=-60, 10-21=-20 Concentrated Loads (lb) Vert: 21=-201 14=-201 57=-201 58=-201 59=-201 60=-201 61=-201 62=-201 63=-201 64=-201 65=-201 66=-201 67=-201 68=-201 69=-201 70=-366(B) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. Job B12211197 Truss GR07 Truss Type Common Truss Qty 1 Ply 2 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461149 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:39 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-ugCXZzSL5YZhC42JFzHx1?I4CXOyo8ayrb_a6ZzKZcY Scale = 1:40.5 T1 T2 B1 W2 W1 W2 W1 HW1 HW2 1 2 3 4 5 6 8 9 7 10 11 4x10 5x8 12x12 5x8 1.5x4 12x12 1.5x4 4-3-8 4-3-8 8-3-8 4-0-0 12-7-0 4-3-8 -1-0-0 1-0-0 3-3-8 3-3-8 6-3-8 3-0-0 9-3-8 3-0-0 12-7-0 3-3-8 0-10-14 7-2-6 0-10-14 12.00 12 Plate Offsets (X,Y): [2:0-2-2,0-2-0], [6:0-2-2,0-2-0] LOADING (psf) TCLL TCDL Job B12211197 Truss GR08 Truss Type Half Hip Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461150 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:39 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-ugCXZzSL5YZhC42JFzHx1?IAEXUkoJbyrb_a6ZzKZcY Scale = 1:24.6 T1 T2 W2 B1 W2 W3 W1 1 2 3 4 7 6 5 8 9 1.5x4 4x6 3x8 2x4 4x8 3-4-0 3-4-0 6-0-0 2-8-0 -1-0-0 1-0-0 3-4-0 3-4-0 6-0-0 2-8-0 0-10-14 4-2-14 12.00 12 Plate Offsets (X,Y): [3:0-6-8,0-2-0], [7:0-5-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Job B12211197 Truss J01 Truss Type Jack-Open Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461151 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:39 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-ugCXZzSL5YZhC42JFzHx1?IBaXVtoKXyrb_a6ZzKZcY Scale = 1:13.5 W1 T1 B1 1 2 4 6 3 1.5x4 5 2x4 1-4-2 1-4-2 -1-0-0 1-0-0 1-4-2 1-4-2 0-10-14 2-3-0 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.07 Job B12211197 Truss J02 Truss Type Jack-Open Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461152 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:39 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-ugCXZzSL5YZhC42JFzHx1?IBaXVtoKXyrb_a6ZzKZcY Scale = 1:13.5 W1 T1 B1 1 2 4 6 3 1.5x4 5 2x4 1-4-2 1-4-2 -1-0-0 1-0-0 1-4-2 1-4-2 0-10-14 2-3-0 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.07 Job B12211197 Truss J03 Truss Type Jack-Open Truss Qty 2 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461153 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:40 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-MslvmJTzsshYpEcWphoAaCqMvxqKXnn64Fk8e0zKZcX Scale = 1:16.6 T1 B1 HW1 1 2 4 5 3 6 3x8 3-5-0 3-5-0 3-6-14 0-1-14 -1-0-0 1-0-0 3-6-14 3-6-14 0-6-14 2-11-8 2-10-12 2-5-8 8.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI Job B12211197 Truss J04 Truss Type Jack-Open Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461154 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:40 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-MslvmJTzsshYpEcWphoAaCqMvxqKXnn64Fk8e0zKZcX Scale = 1:16.6 T1 B1 HW1 1 2 4 5 3 6 3x8 3-5-0 3-5-0 3-6-14 0-1-14 -1-0-0 1-0-0 3-6-14 3-6-14 0-6-14 2-11-8 2-10-12 2-5-8 8.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI Job B12211197 Truss J05 Truss Type Jack-Open Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461155 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:40 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-MslvmJTzsshYpEcWphoAaCqMKxrsXnn64Fk8e0zKZcX Scale = 1:16.6 W1 T1 B1 1 2 5 3 4 1.5x4 3x4 2-0-2 2-0-2 -1-0-0 1-0-0 2-0-2 2-0-2 0-10-14 2-11-0 2-10-8 2-4-0 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB Job B12211197 Truss J06 Truss Type Jack-Open Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461156 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:40 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-MslvmJTzsshYpEcWphoAaCqJixoLXnn64Fk8e0zKZcX Scale = 1:22.5 T1 B1 HW1 1 2 3 3x8 4 5-6-0 5-6-0 -1-0-0 1-0-0 5-6-0 5-6-0 0-6-14 4-2-14 3-9-11 8.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.30 0.21 Job B12211197 Truss M01 Truss Type Monopitch Truss Qty 16 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461157 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:40 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-MslvmJTzsshYpEcWphoAaCqLRxqBXnn64Fk8e0zKZcX Scale = 1:26.0 T1 W2 B1 W1 1 2 3 5 4 2x4 2x4 2x4 2x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 0-10-14 4-10-14 4-7-6 0-3-8 12.00 12 Plate Offsets (X,Y): [4:0-2-0,0-0-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 Job B12211197 Truss M02 Truss Type Monopitch Truss Qty 6 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461158 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:40 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-MslvmJTzsshYpEcWphoAaCqMPxqLXnn64Fk8e0zKZcX Scale = 1:14.4 T1 W1 B1 HW1 1 2 3 4 1.5x4 3x8 1.5x4 2-10-4 2-10-4 -1-0-0 1-0-0 2-10-4 2-10-4 0-6-14 2-5-11 2-2-3 0-3-8 8.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [4:0-2-0,0-0-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC Job B12211197 Truss M03 Truss Type Monopitch Truss Qty 10 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461159 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:40 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-MslvmJTzsshYpEcWphoAaCqKcxnsXb_64Fk8e0zKZcX Scale = 1:22.1 T1 W3 B1 W1 W2 1 2 3 4 6 5 1.5x4 3x4 3x4 3x4 1.5x4 6-5-14 6-5-14 12-2-4 5-8-6 -1-6-6 1-6-6 6-5-14 6-5-14 12-2-4 5-8-6 0-3-14 3-7-8 3.25 12 Plate Offsets (X,Y): [2:0-3-4,0-0-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 Job B12211197 Truss M04 Truss Type Monopitch Truss Qty 14 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461160 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:41 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-q2JH_eTbdApPROBiMOJP6QNUFL9oGE0FIvThBSzKZcW Scale = 1:36.8 T1 W2 B1 W1 1 2 3 5 4 3x4 3x8 2x4 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-10-14 6-10-14 6-7-6 0-3-8 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC Job B12211197 Truss PB01 Truss Type Piggyback Truss Qty 4 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461161 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:41 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-q2JH_eTbdApPROBiMOJP6QNV2L9nGEJFIvThBSzKZcW Scale = 1:19.6 T1 T1 B1 ST1 1 2 3 4 5 6 4x6 2x4 1.5x4 2x4 9-9-10 9-9-10 4-10-13 4-10-13 9-9-10 4-10-13 0-4-7 3-3-3 0-1-8 0-4-7 0-1-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC Job B12211197 Truss PB02 Truss Type Piggyback Truss Qty 17 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461162 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:41 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-q2JH_eTbdApPROBiMOJP6QNVxL8rGD2FIvThBSzKZcW Scale = 1:26.5 T1 T1 B1 ST1 1 2 3 4 5 6 4x6 3x12 3x12 1.5x4 13-10-14 13-10-14 6-11-7 6-11-7 13-10-14 6-11-7 0-4-7 4-7-10 0-1-8 0-4-7 0-1-8 8.00 12 Plate Offsets (X,Y): [2:1-0-7,0-1-6], [4:1-0-7,0-1-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI Job B12211197 Truss PB03 Truss Type Piggyback Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461163 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:41 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-q2JH_eTbdApPROBiMOJP6QNYfLAKGE0FIvThBSzKZcW Scale = 1:12.9 T1 T1 B1 1 2 3 4 5 3x4 2x4 2x4 4-7-12 4-7-12 2-3-14 2-3-14 4-7-12 2-3-14 0-5-3 2-3-14 0-1-8 0-5-3 0-1-8 12.00 12 Plate Offsets (X,Y): [2:0-2-6,0-1-0], [3:0-2-0,Edge], [4:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC Job B12211197 Truss PBE01 Truss Type GABLE Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461164 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:41 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-q2JH_eTbdApPROBiMOJP6QNXBLB4GEWFIvThBSzKZcW Scale = 1:19.6 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 6 7 10 9 8 4x6 2x4 1.5x4 1.5x4 2x4 1.5x4 1.5x4 1.5x4 9-9-10 9-9-10 4-10-13 4-10-13 9-9-10 4-10-13 0-4-7 3-3-3 0-1-8 0-4-7 0-1-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 Job B12211197 Truss PBE02 Truss Type GABLE Qty 2 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461165 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:42 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-IFtgB_UDOTxG3Ymuw6qefdvjPlWd?htOXYDEjuzKZcV Scale = 1:26.5 T1 T1 B1 ST4 ST3 ST2 ST1 ST3 ST2 ST1 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 4x6 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 13-10-14 13-10-14 6-11-7 6-11-7 13-10-14 6-11-7 0-4-7 4-7-10 0-1-8 Job B12211197 Truss PBE03 Truss Type GABLE Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461166 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:42 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-IFtgB_UDOTxG3Ymuw6qefdvjOlWf?h6OXYDEjuzKZcV Scale = 1:12.9 T1 T1 B1 ST1 1 2 3 4 5 6 4x6 2x4 1.5x4 2x4 4-7-12 4-7-12 2-3-14 2-3-14 4-7-12 2-3-14 0-5-3 2-3-14 0-1-8 0-5-3 0-1-8 12.00 12 Plate Offsets (X,Y): [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI Job B12211197 Truss T01 Truss Type Common Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461167 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:43 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-mRR2OKVr9n36giL5UpMtBrSmE9kMk1FYmCyoFKzKZcU Scale = 1:71.7 T2 T3 T2 B1 W1 W2 W3 W4 W5 W5 W4 W3 W2 W1 HW1 HW1 T1 T1 B2 B1 1 2 3 4 5 6 7 8 9 10 11 12 13 19 18 17 16 15 14 3x6 5x6 5x6 3x6 6x8 3x4 3x6 1.5x4 3x4 3x8 3x4 3x8 3x4 3x4 1.5x4 6x8 Job B12211197 Truss T01A Truss Type Common Truss Qty 3 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461168 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:43 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-mRR2OKVr9n36giL5UpMtBrSmD9kKk14YmCyoFKzKZcU Scale = 1:71.6 T2 T3 T2 B1 W1 W2 W3 W4 W5 W5 W4 W3 W2 W1 HW1 HW1 T1 T4 B2 B1 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 3x6 5x6 5x6 3x6 6x8 3x4 3x6 1.5x4 3x4 3x8 3x4 3x8 3x4 3x4 1.5x4 6x8 Job B12211197 Truss T03 Truss Type Common Truss Qty 2 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461169 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:43 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-mRR2OKVr9n36giL5UpMtBrSrH9qik6HYmCyoFKzKZcU Scale = 1:39.1 T1 T2 B1 W2 W1 W1 1 2 3 4 7 6 5 4x6 4x10 4x10 1.5x4 5-11-8 5-11-8 11-11-0 5-11-8 -1-0-0 1-0-0 5-11-8 5-11-8 11-11-0 5-11-8 0-10-14 6-10-6 0-10-14 12.00 12 Plate Offsets (X,Y): [4:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code Job B12211197 Truss T04 Truss Type Special Truss Qty 2 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461170 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:44 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Ed?QcgWUw5BzIrwH2Xt6k2?x_Y4aTRzh_siLnnzKZcT Scale = 1:72.3 T2 T3 T4 B1 W1 W2 W3 W4 W5 W4 W5 W4 W6 W7 HW1 W9 W8 T1 B2 B3 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 3x6 5x6 5x6 5x6 6x8 3x4 3x6 1.5x4 3x4 3x8 1.5x4 3x8 3x8 3x4 3x6 3x6 2x4 Job B12211197 Truss T06 Truss Type Special Truss Qty 7 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461171 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:44 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Ed?QcgWUw5BzIrwH2Xt6k2?_YY5bTNeh_siLnnzKZcT Scale = 1:71.8 T2 T3 T4 B1 W1 W2 W3 W4 W5 W4 W5 W4 W6 W7 HW1 W9 W8 T1 B2 B3 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 3x6 5x6 5x6 3x4 5x6 3x4 3x6 1.5x4 3x4 3x8 1.5x4 3x8 5x8 2x4 3x6 6x8 3x6 8-2-15 8-2-15 Job B12211197 Truss T07 Truss Type Common Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461172 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:44 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Ed?QcgWUw5BzIrwH2Xt6k2?_ZY6OTWJh_siLnnzKZcT Scale = 1:56.8 T1 T2 B1 W3 W2 W2 W1 W1 B2 1 2 3 4 5 6 10 9 8 7 4x6 4x10 4x10 3x6 3x8 1.5x4 1.5x4 9-2-0 9-2-0 18-4-0 9-2-0 -1-0-0 1-0-0 4-8-4 4-8-4 9-2-0 4-5-12 13-7-12 4-5-12 18-4-0 4-8-4 0-10-14 10-0-14 0-10-14 12.00 12 Plate Offsets (X,Y): [6:Edge,0-3-8] LOADING (psf) TCLL TCDL BCLL Job B12211197 Truss T08 Truss Type Special Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461173 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:45 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-ipZop0W6gOJqw?VTbEOLHGX9NyOiCrurDWRvKDzKZcS Scale = 1:66.7 T2 T3 T4 B1 W1 W2 W3 W4 W5 W4 W5 HW1 W7 W6 T1 B2 B3 1 2 3 4 5 6 7 8 14 13 12 11 10 9 3x6 4x8 5x6 3x4 6x6 3x4 3x6 1.5x4 3x4 3x4 1.5x4 4x8 3x6 3x6 8-2-15 8-2-15 16-4-11 8-1-12 23-5-14 7-1-3 Job B12211197 Truss T09 Truss Type Special Truss Qty 7 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461174 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:45 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-ipZop0W6gOJqw?VTbEOLHGX4GyLACrxrDWRvKDzKZcS Scale = 1:67.1 T1 T2 T3 T4 B1 W3 W4 W5 W6 W7 W6 W7 W1 W2 W9 W8 B2 B1 1 2 3 4 5 6 7 14 13 12 11 10 9 8 5x8 4x8 5x6 3x4 2x4 4x10 3x8 3x4 3x4 1.5x4 4x8 5x6 3x6 3x6 7-6-2 7-6-2 16-4-11 8-10-9 23-5-14 7-1-3 33-11-8 10-5-10 Job B12211197 Truss T11 Truss Type Special Truss Qty 3 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461175 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:45 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-ipZop0W6gOJqw?VTbEOLHGX3gyNMCtvrDWRvKDzKZcS Scale = 1:73.7 T1 T2 T3 B1 W3 W4 W5 W6 W5 W7 W1 W8 W2 HW2 T4 B2 B3 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 5x8 5x6 3x6 2x4 4x10 3x6 3x4 3x8 3x4 3x4 1.5x4 5x6 5x8 3x6 7-6-2 7-6-2 17-11-8 10-5-6 27-1-0 9-1-8 Job B12211197 Truss T12 Truss Type Common Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461176 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:46 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-A07A1MXkRiRhX94g9xvapT4MAMs4xTx_SABSsfzKZcR Scale = 1:40.8 T1 T2 B1 W2 W1 W1 1 2 3 4 7 6 5 4x6 3x12 3x12 1.5x4 6-3-8 6-3-8 12-7-0 6-3-8 -1-0-0 1-0-0 6-3-8 6-3-8 12-7-0 6-3-8 0-10-14 7-2-6 0-10-14 12.00 12 Plate Offsets (X,Y): [4:0-3-8,Edge], [7:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code Job B12211197 Truss T13 Truss Type Special Truss Qty 2 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461177 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:46 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-A07A1MXkRiRhX94g9xvapT4EtMhpxMO_SABSsfzKZcR Scale = 1:70.2 T1 T2 T3 B1 W3 W4 W5 W6 W5 W7 W1 W2 W9 W8 T4 B2 B1 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 5x8 4x6 3x6 2x4 4x10 3x6 3x4 3x8 3x4 3x6 5x6 3x4 6x6 3x6 7-6-2 7-6-2 17-11-8 10-5-6 25-10-0 Job B12211197 Truss T14 Truss Type SPECIAL TRUSS Qty 3 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461178 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:46 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-A07A1MXkRiRhX94g9xvapT4EsMhoxMO_SABSsfzKZcR Scale = 1:69.6 T1 T2 T3 B1 W3 W4 W5 W6 W5 W7 W1 W2 W9 W8 T4 B2 B1 1 2 3 4 5 6 7 14 13 12 11 10 9 8 5x8 4x6 3x6 2x4 4x10 3x6 3x4 3x8 3x4 3x6 5x6 3x4 5x6 3x6 7-6-2 7-6-2 17-11-8 10-5-6 25-10-0 Job B12211197 Truss T15 Truss Type Common Truss Qty 11 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461179 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:47 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-fCgZEiYMC0ZY9JfsjfQpMhdSxm87gse8hqx?O6zKZcQ Scale = 1:69.3 T2 T2 B1 W3 W2 W3 W2 W1 W1 T1 T1 B2 1 2 3 4 5 6 7 8 9 14 13 12 11 10 3x6 4x6 3x6 5x12 3x6 3x4 1.5x4 3x4 1.5x4 5x12 7-5-13 7-5-13 14-9-3 7-3-5 22-3-0 7-5-13 -1-0-0 1-0-0 5-2-5 5-2-5 11-1-8 5-11-3 17-0-11 5-11-3 22-3-0 5-2-5 Job B12211197 Truss T16 Truss Type Common Truss Qty 7 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461180 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:47 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-fCgZEiYMC0ZY9JfsjfQpMhdSvm7ygsY8hqx?O6zKZcQ Scale = 1:67.0 T2 T2 B1 W3 W2 W3 W2 T1 T3 B2 W1 W1 1 2 3 4 5 6 7 8 13 12 11 10 9 3x6 4x6 3x6 5x12 3x6 3x4 1.5x4 3x4 1.5x4 5x12 7-5-13 7-5-13 14-9-3 7-3-5 22-3-0 7-5-13 5-2-5 5-2-5 11-1-8 5-11-3 17-0-11 5-11-3 22-3-0 5-2-5 23-3-0 1-0-0 Job B12211197 Truss T17 Truss Type Half Hip Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461181 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:47 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-fCgZEiYMC0ZY9JfsjfQpMhdXpmC9gwf8hqx?O6zKZcQ Scale = 1:31.2 T1 T2 W3 B1 W2 W1 1 2 3 4 6 5 5x6 1.5x4 3x4 2x4 4x6 6-0-0 6-0-0 -1-0-0 1-0-0 4-8-0 4-8-0 6-0-0 1-4-0 0-10-14 5-5-1 5-6-14 5-1-9 0-3-8 5-5-1 12.00 12 Plate Offsets (X,Y): [3:0-4-3,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Job B12211197 Truss V01 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461182 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:48 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-7OExS2Z_zJhPnTE2HMx2uu9iHAZRPJVHvUgZxYzKZcP Scale = 1:46.1 T1 T2 W1 B1 ST2 ST1 ST1 1 2 3 4 5 3x4 9 8 7 6 4x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 14-1-11 14-1-11 8-1-8 8-1-8 14-1-11 6-0-4 0-0-4 8-1-8 2-1-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 Job B12211197 Truss V02 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461183 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:48 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-7OExS2Z_zJhPnTE2HMx2uu9iPAYQPNmHvUgZxYzKZcP Scale = 1:38.6 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 3x4 8 7 6 4x6 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 13-6-15 13-6-15 6-9-8 6-9-8 13-6-15 6-9-8 0-0-4 6-9-8 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes Job B12211197 Truss V03 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461184 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:48 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-7OExS2Z_zJhPnTE2HMx2uu9iFAWNPN?HvUgZxYzKZcP Scale = 1:31.1 T1 T1 B1 ST1 1 2 3 3x8 4 4x6 3x8 1.5x4 10-10-15 10-10-15 5-5-8 5-5-8 10-10-15 5-5-8 0-0-4 5-5-8 0-0-4 12.00 12 Plate Offsets (X,Y): [1:0-5-13,Edge], [3:0-2-9,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB Job B12211197 Truss V04 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461185 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:48 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-7OExS2Z_zJhPnTE2HMx2uu9ilAYmPO0HvUgZxYzKZcP Scale = 1:24.9 T1 T1 B1 ST1 1 2 3 4 2x4 4x6 1.5x4 2x4 8-2-15 8-2-15 4-1-8 4-1-8 8-2-15 4-1-8 0-0-4 4-1-8 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) Job B12211197 Truss V05 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461186 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:48 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-7OExS2Z_zJhPnTE2HMx2uu9jIAXePOlHvUgZxYzKZcP Scale = 1:17.9 T1 T1 B1 1 2 3 2x4 3x4 2x4 5-6-15 5-6-15 2-9-8 2-9-8 5-6-15 2-9-8 0-0-4 2-9-8 0-0-4 12.00 12 Plate Offsets (X,Y): [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.07 Job B12211197 Truss V06 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461187 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:48 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-7OExS2Z_zJhPnTE2HMx2uu9kBAZrPOlHvUgZxYzKZcP Scale = 1:9.5 T1 T1 B1 1 2 3 2x4 3x4 2x4 2-10-15 2-10-15 1-5-8 1-5-8 2-10-15 1-5-8 0-0-4 1-5-8 0-0-4 12.00 12 Plate Offsets (X,Y): [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.01 Job B12211197 Truss V07 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461188 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:49 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-bboJfNackdpGOdoEq4SHR6itcZui8osQ88Q6T_zKZcO Scale = 1:53.8 T1 T2 W1 B1 ST2 ST1 ST1 B2 1 2 3 4 5 3x6 10 9 8 7 6 4x6 1.5x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 16-1-10 16-1-10 9-1-10 9-1-10 16-1-10 7-0-0 0-0-4 9-1-10 2-1-10 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Job B12211197 Truss V08 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461189 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:49 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-bboJfNackdpGOdoEq4SHR6it4Zvj8osQ88Q6T_zKZcO Scale = 1:44.1 T1 T2 W1 B1 ST2 ST1 ST1 1 2 3 4 5 3x4 9 8 7 6 4x6 3x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 14-9-10 14-9-10 7-9-10 7-9-10 14-9-10 7-0-0 0-0-4 7-9-10 0-9-10 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Job B12211197 Truss V09 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461190 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:49 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-bboJfNackdpGOdoEq4SHR6iuBZue8qCQ88Q6T_zKZcO Scale = 1:36.9 T1 T1 B1 ST2 ST1 ST1 1 2 3 4 5 3x4 8 7 6 4x6 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 12-11-5 12-11-5 6-5-10 6-5-10 12-11-5 6-5-10 0-0-4 6-5-10 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes Job B12211197 Truss V10 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461191 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:49 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-bboJfNackdpGOdoEq4SHR6iuGZtz8qZQ88Q6T_zKZcO Scale = 1:29.4 T1 T1 B1 ST1 1 2 3 3x6 4 4x6 3x6 1.5x4 10-3-5 10-3-5 5-1-10 5-1-10 10-3-5 5-1-10 0-0-4 5-1-10 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) Job B12211197 Truss V11 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461192 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:50 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-3nMhsjaEVxx70mNROn_W_JF2hzEUtIgaNo9g?QzKZcN Scale = 1:23.0 T1 T1 B1 ST1 1 2 3 4 2x4 4x6 2x4 1.5x4 7-7-5 7-7-5 3-9-10 3-9-10 7-7-5 3-9-10 0-0-4 3-9-10 0-0-4 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB Job B12211197 Truss V12 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461193 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:50 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-3nMhsjaEVxx70mNROn_W_JF44zDntIFaNo9g?QzKZcN Scale = 1:14.2 T1 T1 B1 1 2 3 2x4 3x4 2x4 4-11-5 4-11-5 2-5-10 2-5-10 4-11-5 2-5-10 0-0-4 2-5-10 0-0-4 12.00 12 Plate Offsets (X,Y): [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.05 Job B12211197 Truss V13 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461194 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:50 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-3nMhsjaEVxx70mNROn_W_JF4ozFatIFaNo9g?QzKZcN Scale: 1.5"=1’ T1 T1 B1 1 2 3 2x4 3x4 2x4 2-3-5 2-3-5 1-1-10 1-1-10 2-3-5 1-1-10 0-0-4 1-1-10 0-0-4 12.00 12 Plate Offsets (X,Y): [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.01 Job B12211197 Truss V14 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461195 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:50 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-3nMhsjaEVxx70mNROn_W_JF0OzDhtIFaNo9g?QzKZcN Scale = 1:25.5 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 4-10-0 4-10-0 4-10-0 4-10-0 0-0-4 4-10-0 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.29 0.14 0.00 DEFL Job B12211197 Truss V15 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461196 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:50 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-3nMhsjaEVxx70mNROn_W_JF2hzEqtIFaNo9g?QzKZcN Scale = 1:19.3 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-6-0 3-6-0 3-6-0 3-6-0 0-0-4 3-6-0 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.14 0.07 0.00 DEFL Job B12211197 Truss V16 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461197 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:50 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-3nMhsjaEVxx70mNROn_W_JF4NzFYtIFaNo9g?QzKZcN Scale = 1:13.0 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-2-0 2-2-0 2-2-0 2-2-0 0-0-4 2-2-0 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.03 0.02 0.00 DEFL Job B12211197 Truss V17 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461198 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:51 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Xzw343btGE3_ewydyVVlWXnB1NY2cj9jbSvDXtzKZcM Scale = 1:37.2 T1 W1 B1 ST1 1 2 3 3x8 5 4 3x4 2x4 1.5x4 1.5x4 10-6-9 10-6-9 10-6-9 10-6-9 0-0-4 7-0-6 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.30 Job B12211197 Truss V18 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461199 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:51 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Xzw343btGE3_ewydyVVlWXnBvNagclhjbSvDXtzKZcM Scale = 1:27.6 T1 W1 B1 ST1 1 2 3 5 4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 7-6-9 7-6-9 7-6-9 7-6-9 0-0-4 5-0-6 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.30 Job B12211197 Truss V19 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461200 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:51 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Xzw343btGE3_ewydyVVlWXnDkNaJclVjbSvDXtzKZcM Scale = 1:16.9 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 4-6-9 4-6-9 4-6-9 4-6-9 0-0-4 3-0-6 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.19 0.12 0.00 DEFL Job B12211197 Truss V20 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461201 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:51 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Xzw343btGE3_ewydyVVlWXnFUNb0clVjbSvDXtzKZcM Scale = 1:7.5 T1 W1 B1 1 2 3 2x4 5x6 1-6-9 1-6-9 1-6-9 1-6-9 0-0-4 1-0-6 8.00 12 Plate Offsets (X,Y): [2:0-2-9,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.01 0.01 0.00 DEFL Job B12211197 Truss V21 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461202 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:51 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Xzw343btGE3_ewydyVVlWXnD6NauclVjbSvDXtzKZcM Scale = 1:20.3 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-8-10 3-8-10 3-8-10 3-8-10 0-0-4 3-8-10 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.16 0.08 0.00 DEFL Job B12211197 Truss V22 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461203 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:51 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Xzw343btGE3_ewydyVVlWXnFzNbhclVjbSvDXtzKZcM Scale = 1:14.0 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-4-10 2-4-10 2-4-10 2-4-10 0-0-4 2-4-10 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.04 0.03 0.00 DEFL Job B12211197 Truss V23 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461204 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:37:58 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-Habp5Z14r?JvAKW9y4apuwUzzJry5kMk_2I8v5zKZWd Scale = 1:7.6 T1 W1 B1 1 2 3 4x6 1-0-10 1-0-10 1-0-10 1-0-10 0-0-4 1-0-10 12.00 12 Plate Offsets (X,Y): [1:0-6-10,0-1-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.00 0.00 0.00 DEFL Vert(LL) Job B12211197 Truss V24 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461205 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:52 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-?AUSHPcV1YCrF4XpWC0_3kKPlnxZLCltq6em4JzKZcL Scale = 1:17.3 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 3-0-14 3-0-14 3-0-14 3-0-14 0-0-4 3-0-14 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.11 0.05 0.00 DEFL Job B12211197 Truss V25 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461206 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:52 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-?AUSHPcV1YCrF4XpWC0_3kKQcnxsLCltq6em4JzKZcL Scale = 1:14.7 T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 2-6-6 2-6-6 2-6-6 2-6-6 0-0-4 2-6-6 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.05 0.03 0.00 DEFL Job B12211197 Truss V26 Truss Type Valley Truss Qty 1 Ply 1 Wedgewood Const. 17 Grandin Hall Job Reference (optional) I5461207 PROBUILD, MOORESVILLE, IN 46158 7.250 s May 11 2011 MiTek Industries, Inc. Wed May 02 10:31:52 2012 Page 1 ID:_lVL6e6?4WOx?qSzvojM7JzKvE1-?AUSHPcV1YCrF4XpWC0_3kKQznx4LCltq6em4JzKZcL Scale: 1"=1’ T1 W1 B1 1 2 3 2x4 1.5x4 1.5x4 1-11-14 1-11-14 1-11-14 1-11-14 0-0-4 1-11-14 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.03 0.02 0.00 DEFL 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. Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or proprietay bracing (e.g. eliminator) 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 BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator 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. 21. Unless information is otherwise provided to DrJ in writing, the use of these designs presumes approval, through the building designer or owner of the trusses, of the loads and related design assumptions (e.g. spans, profiles, deflection, etc.) found on each of the individual design drawings. 22. These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. 23. 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.). 24. Sheathing applied in the plane of the truss is not considered in the design of the individual truss components unless specifically noted. 25. Graphical purlin representation, if shown, does not depict the size or orientation of the purlin along the top and/or bottom chord. Purlins must be designed by others for size, and positioned in such a way as to support the imposed load along the clearspan of the purlin. 26. Due to the lateral thrust developed by scissor type trusses, if scissor type trusses are part of this design, careful consideration should be given to bearing wall conditions. Bearing walls of scissor type trusses should be designed in such a manner that the walls will safely withstand the lateral forces of the trusses. Consideration of these items is not a part of this truss design and is not the responsibility of the truss plate supplier, the truss designer, nor the truss fabricator. Competent professional advice should be secured relative to these items. 27. The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. Design values (E, Emin, Fb, Fc, Fcp, Ft, and Fv) for solid sawn lumber and approved, grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. 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: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: 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 (Drawings not to scale) ' 2011 DrJ Consulting, LLC All Rights Reserved WEBS edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A 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. BCSI1: 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 DrJ Consulting, LLC 6300 Enterprise Lane Madison, WI 53719 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=61/1-11-14 (min. 0-1-8), 3=61/1-11-14 (min. 0-1-8) Max Horz 1=46(LC 5) Max Uplift 3=-18(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=83/2-6-6 (min. 0-1-8), 3=83/2-6-6 (min. 0-1-8) Max Horz 1=63(LC 5) Max Uplift 3=-25(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=105/3-0-14 (min. 0-1-8), 3=105/3-0-14 (min. 0-1-8) Max Horz 1=79(LC 5) Max Uplift 3=-31(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=24/1-0-10 (min. 0-1-8), 3=24/1-0-10 (min. 0-1-8) Max Horz 1=18(LC 5) Max Uplift 3=-7(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=77/2-4-10 (min. 0-1-8), 3=77/2-4-10 (min. 0-1-8) Max Horz 1=58(LC 5) Max Uplift 3=-23(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=131/3-8-10 (min. 0-1-8), 3=131/3-8-10 (min. 0-1-8) Max Horz 1=98(LC 5) Max Uplift 3=-39(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=38/1-6-9 (min. 0-1-8), 3=38/1-6-9 (min. 0-1-8) Max Horz 1=19(LC 5) Max Uplift 3=-7(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=158/4-6-9 (min. 0-1-8), 3=158/4-6-9 (min. 0-1-8) Max Horz 1=80(LC 5) Max Uplift 3=-27(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.09 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=82/7-6-9 (min. 0-1-8), 4=124/7-6-9 (min. 0-1-8), 5=352/7-6-9 (min. 0-1-8) Max Horz 1=140(LC 5) Max Uplift 1=-9(LC 4), 4=-22(LC 5), 5=-90(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-264/155 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.20 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=196/10-6-9 (min. 0-1-8), 4=84/10-6-9 (min. 0-1-8), 5=517/10-6-9 (min. 0-1-8) Max Horz 1=200(LC 5) Max Uplift 4=-30(LC 5), 5=-133(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-364/175 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=133. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=68/2-2-0 (min. 0-1-8), 3=68/2-2-0 (min. 0-1-8) Max Horz 1=51(LC 5) Max Uplift 3=-20(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=122/3-6-0 (min. 0-1-8), 3=122/3-6-0 (min. 0-1-8) Max Horz 1=92(LC 5) Max Uplift 3=-36(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=175/4-10-0 (min. 0-1-8), 3=175/4-10-0 (min. 0-1-8) Max Horz 1=132(LC 5) Max Uplift 3=-52(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.02 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=63/2-3-5 (min. 0-1-8), 3=63/2-3-5 (min. 0-1-8) Max Horz 1=-18(LC 4) Max Uplift 1=-2(LC 7), 3=-2(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.13 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=169/4-11-5 (min. 0-1-8), 3=169/4-11-5 (min. 0-1-8) Max Horz 1=-49(LC 4) Max Uplift 1=-5(LC 7), 3=-5(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 (Matrix) 0.14 0.09 0.04 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=173/7-7-5 (min. 0-1-8), 3=173/7-7-5 (min. 0-1-8), 4=206/7-7-5 (min. 0-1-8) Max Horz 1=-80(LC 4) Max Uplift 1=-29(LC 7), 3=-29(LC 7) Max Grav 1=173(LC 1), 3=173(LC 1), 4=212(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.12 0.17 0.09 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=217/10-3-5 (min. 0-1-8), 3=217/10-3-5 (min. 0-1-8), 4=332/10-3-5 (min. 0-1-8) Max Horz 1=-111(LC 4) Max Uplift 1=-20(LC 7), 3=-20(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.13 0.07 0.12 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS All bearings 12-11-5. (lb) - Max Horz 1=-142(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-148(LC 6), 6=-148(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=301(LC 10), 6=301(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=148, 6=148. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.13 0.06 0.20 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 52 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS All bearings 14-9-10. (lb) - Max Horz 1=180(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-171(LC 6), 7=-177(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 9=352(LC 10), 7=320(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-260/207 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=171, 7=177. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.16 0.13 0.20 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 60 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 REACTIONS All bearings 16-1-10. (lb) - Max Horz 1=227(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 6, 8 except 1=-118(LC 4), 10=-204(LC 6), 7=-166(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=341(LC 7), 10=426(LC 10), 7=324(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-250/261, 2-3=-112/269, 3-4=-105/250 WEBS 3-8=-289/74, 2-10=-305/240 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8 except (jt=lb) 1=118, 10=204, 7=166. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.04 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=88/2-10-15 (min. 0-1-8), 3=88/2-10-15 (min. 0-1-8) Max Horz 1=-26(LC 4) Max Uplift 1=-2(LC 7), 3=-2(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.18 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=195/5-6-15 (min. 0-1-8), 3=195/5-6-15 (min. 0-1-8) Max Horz 1=-57(LC 4) Max Uplift 1=-5(LC 7), 3=-5(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.17 0.11 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=189/8-2-15 (min. 0-1-8), 3=189/8-2-15 (min. 0-1-8), 4=225/8-2-15 (min. 0-1-8) Max Horz 1=-88(LC 4) Max Uplift 1=-31(LC 7), 3=-31(LC 7) Max Grav 1=189(LC 1), 3=189(LC 1), 4=232(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 (Matrix) 0.14 0.20 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=231/10-10-15 (min. 0-1-8), 3=231/10-10-15 (min. 0-1-8), 4=355/10-10-15 (min. 0-1-8) Max Horz 1=119(LC 5) Max Uplift 1=-21(LC 7), 3=-21(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.13 0.06 0.13 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS All bearings 13-6-15. (lb) - Max Horz 1=-150(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-152(LC 6), 6=-152(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=310(LC 10), 6=310(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=152, 6=152. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.14 0.06 0.34 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 52 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS All bearings 14-1-11. (lb) - Max Horz 1=203(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 6, 8 except 1=-108(LC 4), 9=-177(LC 6), 7=-157(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=289(LC 1), 9=368(LC 10), 7=296(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-270/214 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8 except (jt=lb) 1=108, 9=177, 7=157. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.18 0.13 0.12 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.11 0.00 0.03 (loc) 5-6 5-6 5 5-6 l/defl >999 >620 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 28 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* W3: 2 X 4 SPF Stud, W2: 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (lb/size) 6=304/0-3-8 (min. 0-1-8), 5=221/0-1-8 (min. 0-1-8) Max Horz 6=198(LC 6) Max Uplift 5=-78(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-250/46 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; 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 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 8) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0-10-14 12-0-6 0-10-14 12.00 12 Plate Offsets (X,Y): [9:0-3-8,Edge], [13:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.50 0.46 0.38 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.26 0.02 0.05 (loc) 10-12 10-12 9 10-12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 110 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SP No.2 *Except* W2: 2 X 3 SPF No.2, W1: 2 X 4 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=877/0-3-8 (min. 0-1-8), 9=949/0-3-8 (min. 0-1-8) Max Horz 13=-297(LC 4) Max Uplift 13=-27(LC 7), 9=-57(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-986/114, 2-3=-865/199, 3-4=-846/250, 4-5=-844/248, 5-6=-863/198, 6-7=-990/114, 1-13=-782/96, 7-9=-863/136 BOT CHORD 12-13=-88/613, 11-12=-4/415, 10-11=-4/415, 9-10=0/606 WEBS 4-10=-142/375, 4-12=-144/378, 2-12=-254/245 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The Fabrication Tolerance at joint 13 = 4%, joint 9 = 4% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 9. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 23-3-0 1-0-0 0-10-14 12-0-6 0-10-14 12.00 12 Plate Offsets (X,Y): [10:0-3-8,Edge], [14:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.50 0.39 0.38 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.23 0.02 0.04 (loc) 11-13 11-13 10 11-13 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 112 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SP No.2 *Except* W2: 2 X 3 SPF No.2, W1: 2 X 4 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=947/0-3-8 (min. 0-1-8), 10=947/0-3-8 (min. 0-1-8) Max Horz 14=283(LC 5) Max Uplift 14=-57(LC 6), 10=-57(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-987/113, 3-4=-860/197, 4-5=-841/248, 5-6=-841/248, 6-7=-860/197, 7-8=-987/113, 2-14=-861/135, 8-10=-861/135 BOT CHORD 13-14=-88/604, 12-13=-3/414, 11-12=-3/414, 10-11=0/604 WEBS 5-11=-142/373, 5-13=-142/373 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The Fabrication Tolerance at joint 14 = 4%, joint 10 = 4% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 10. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 7-10-8 33-11-0 8-1-0 7-6-2 7-6-2 10-2-4 2-8-2 17-11-8 7-9-4 25-10-0 7-10-8 33-11-0 8-1-0 3-6-9 5-6-15 12-6-9 1-10-14 3.25 12 8.00 12 Plate Offsets (X,Y): [7:Edge,0-1-12], [9:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.71 0.84 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.73 0.05 0.07 (loc) 11-13 11-13 8 11-13 l/defl >999 >549 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 165 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W5,W6: 2 X 4 SP No.2, W1,W9: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 6-11 REACTIONS (lb/size) 14=1345/0-3-8 (min. 0-2-2), 8=1345/0-3-8 (min. 0-2-2) Max Horz 14=306(LC 5) Max Uplift 14=-62(LC 6), 8=-50(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1617/164, 2-3=-1833/241, 3-4=-1277/230, 4-5=-1140/233, 5-6=-1286/186, 6-7=-1602/165, 1-14=-1287/149, 7-8=-1268/134 BOT CHORD 13-14=-280/204, 12-13=-70/1375, 11-12=-70/1375, 10-11=-4/1237, 9-10=-4/1237 WEBS 2-13=-833/166, 3-13=-62/449, 3-11=-591/191, 4-11=-109/836, 6-11=-435/181, 1-13=-62/1586, 7-9=-1/1133 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 8. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 7-10-8 33-11-0 8-1-0 7-6-2 7-6-2 10-2-4 2-8-2 17-11-8 7-9-4 25-10-0 7-10-8 33-11-0 8-1-0 34-11-0 1-0-0 3-6-9 5-6-15 12-6-9 1-10-14 3.25 12 8.00 12 Plate Offsets (X,Y): [10:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.71 0.84 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.73 0.05 0.07 (loc) 12-14 12-14 9 12-14 l/defl >999 >549 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 167 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W5,W6: 2 X 4 SP No.2, W1,W9: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 6-12 REACTIONS (lb/size) 15=1344/0-3-8 (min. 0-2-2), 9=1415/0-3-8 (min. 0-2-4) Max Horz 15=297(LC 5) Max Uplift 15=-62(LC 6), 9=-85(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1615/165, 2-3=-1831/243, 3-4=-1275/231, 4-5=-1139/234, 5-6=-1282/186, 6-7=-1602/171, 1-15=-1286/150, 7-9=-1338/171 BOT CHORD 14-15=-271/216, 13-14=-58/1373, 12-13=-58/1373, 11-12=0/1229, 10-11=0/1229 WEBS 2-14=-833/167, 3-14=-62/450, 3-12=-591/191, 4-12=-108/829, 6-12=-426/180, 1-14=-63/1584, 7-10=0/1084 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 9. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.24 0.18 0.09 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.08 0.01 0.04 (loc) 6-7 6-7 5 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 43 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* W2: 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=564/0-3-8 (min. 0-1-8), 5=488/0-3-8 (min. 0-1-8) Max Horz 7=184(LC 5) Max Uplift 7=-47(LC 6), 5=-16(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-486/85, 3-4=-479/82, 2-7=-510/133, 4-5=-432/90 WEBS 3-6=0/269 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 35-11-0 8-10-0 7-6-2 7-6-2 11-3-0 3-8-14 17-11-8 6-8-8 24-8-0 6-8-8 30-3-11 5-7-11 35-11-0 5-7-5 36-11-0 1-0-0 3-6-9 5-6-15 12-6-9 0-6-14 3.25 12 8.00 12 Plate Offsets (X,Y): [8:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.74 0.73 0.65 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.73 0.09 0.08 (loc) 12-14 12-14 8 12-14 l/defl >999 >583 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 156 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W6: 2 X 4 SP No.2, W1: 2 X 4 SPF No.2 WEDGE Right: 2 X 6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-12 REACTIONS (lb/size) 15=1424/Mechanical, 8=1495/0-3-8 (min. 0-2-6) Max Horz 15=281(LC 5) Max Uplift 15=-63(LC 6), 8=-96(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1729/172, 2-3=-2005/277, 3-4=-1394/243, 4-5=-1396/244, 5-6=-1763/212, 6-7=-1932/191, 7-8=-2121/185, 1-15=-1365/154 BOT CHORD 14-15=-254/213, 13-14=-36/1420, 12-13=-36/1420, 11-12=0/1433, 10-11=0/1433, 8-10=-56/1663 WEBS 2-14=-947/205, 3-14=-64/492, 3-12=-556/188, 4-12=-136/1027, 5-12=-575/188, 5-10=0/426, 1-14=-71/1704 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; 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) 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) 15, 8. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 7-6-2 7-6-2 10-10-6 3-4-5 16-4-11 5-6-5 23-5-14 7-1-3 30-3-9 6-9-11 33-11-8 3-7-15 3-6-9 5-6-15 11-6-0 9-0-11 11-6-0 3.25 12 8.00 12 Plate Offsets (X,Y): [4:0-5-12,0-2-0], [6:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.70 0.87 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.34 -0.88 0.05 0.08 (loc) 8-9 8-9 8 8-9 l/defl >999 >461 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 206 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SP No.2 *Except* W3,W4,W5,W2: 2 X 3 SPF No.2, W1,W9: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-12 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 9-11-1 oc bracing. WEBS 1 Row at midpt 3-11, 4-9, 5-9, 6-9, 7-8, 6-8 REACTIONS (lb/size) 14=1347/Mechanical, 8=1347/0-3-8 (min. 0-2-2) Max Horz 14=369(LC 5) Max Uplift 14=-51(LC 6), 8=-77(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1616/177, 2-3=-1878/282, 3-4=-1327/245, 4-5=-903/230, 5-6=-903/230, 1-14=-1284/157 BOT CHORD 13-14=-343/170, 12-13=-265/1323, 11-12=-265/1323, 10-11=-222/1031, 9-10=-222/1031, 8-9=-130/374 WEBS 2-13=-915/212, 3-13=-75/482, 3-11=-488/165, 4-11=-42/550, 5-9=-481/201, 6-9=-130/1029, 1-13=-77/1584, 6-8=-1214/241 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 8. 7) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 33-11-8 10-5-10 5-6-6 5-6-6 10-11-9 5-5-2 16-4-11 5-5-2 23-5-14 7-1-3 30-3-9 6-9-11 33-11-8 3-7-15 0-6-14 11-6-0 9-0-11 11-6-0 8.00 12 Plate Offsets (X,Y): [5:0-5-12,0-2-0], [7:0-3-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.37 0.64 0.78 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.34 -0.86 0.07 0.08 (loc) 9-10 9-10 9 9-10 l/defl >999 >471 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 197 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SP No.2 *Except* W1,W2,W3: 2 X 3 SPF No.2, W7: 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-6 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 10-12. WEBS 1 Row at midpt 4-12, 5-10, 6-10, 7-10, 8-9, 7-9 REACTIONS (lb/size) 1=1350/Mechanical, 9=1350/0-3-8 (min. 0-2-2) Max Horz 1=368(LC 5) Max Uplift 1=-49(LC 6), 9=-73(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2032/181, 2-3=-1860/184, 3-4=-1698/216, 4-5=-1331/240, 5-6=-906/226, 6-7=-906/226 BOT CHORD 1-14=-286/1600, 13-14=-253/1338, 12-13=-253/1338, 11-12=-218/1033, 10-11=-218/1033, 9-10=-129/375 WEBS 4-14=-18/447, 4-12=-518/171, 5-12=-54/545, 6-10=-481/202, 7-10=-126/1034, 7-9=-1218/237 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9. 7) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.38 0.39 0.29 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.13 -0.33 0.02 0.03 (loc) 8-10 8-10 7 8-10 l/defl >999 >649 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 72 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W1: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=793/0-5-8 (min. 0-1-8), 7=719/0-5-8 (min. 0-1-8) Max Horz 10=251(LC 5) Max Uplift 10=-53(LC 6), 7=-22(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-773/106, 3-4=-594/154, 4-5=-595/154, 5-6=-774/106, 2-10=-701/132, 6-7=-625/92 BOT CHORD 9-10=-89/461, 8-9=-89/461, 7-8=0/469 WEBS 4-8=-123/476 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 16-4-11 8-1-12 23-4-2 6-11-7 30-3-9 6-11-7 33-9-12 3-6-3 42-7-0 8-9-4 5-6-6 5-6-6 10-11-9 5-5-2 16-4-11 5-5-2 23-4-2 6-11-7 30-3-9 6-11-7 36-4-1 6-0-8 42-7-0 6-2-15 0-6-14 11-6-0 3-3-11 11-6-0 8.00 12 Plate Offsets (X,Y): [1:Edge,0-1-4], [5:0-4-4,0-2-4], [7:0-4-4,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.38 0.51 0.84 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.15 -0.36 0.08 0.07 (loc) 10-11 10-11 10 1-17 l/defl >696 >286 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 232 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W4,W5: 2 X 4 SP No.2, W9: 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-0 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 4-15, 6-15, 6-12, 7-12, 8-11, 8-10 REACTIONS (lb/size) 1=1364/Mechanical, 11=1618/0-3-8 (min. 0-2-9), 10=408/Mechanical Max Horz 1=298(LC 5) Max Uplift 1=-56(LC 6), 11=-2(LC 6), 10=-40(LC 7) Max Grav 1=1364(LC 1), 11=1618(LC 1), 10=452(LC 11) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2054/199, 2-3=-1880/201, 3-4=-1715/234, 4-5=-1355/257, 5-6=-1052/249, 6-7=-439/209, 7-8=-643/208 BOT CHORD 1-17=-235/1619, 16-17=-201/1353, 15-16=-201/1353, 14-15=-159/933, 13-14=-159/933, 12-13=-159/933, 11-12=-379/118 WEBS 4-17=-20/440, 4-15=-517/172, 5-15=-32/404, 6-14=0/284, 6-12=-979/148, 8-12=-134/1224, 8-11=-1546/208, 8-10=-254/31 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11, 10. 7) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 8-2-15 8-2-15 16-4-11 8-1-12 23-4-2 6-11-7 30-3-9 6-11-7 36-4-0 6-0-8 42-7-0 6-3-0 -1-0-0 1-0-0 5-6-6 5-6-6 10-11-9 5-5-2 16-4-11 5-5-2 23-4-2 6-11-7 30-3-9 6-11-7 36-4-0 6-0-8 42-7-0 6-3-0 0-6-14 11-6-0 3-3-11 11-6-0 8.00 12 Plate Offsets (X,Y): [2:0-0-12,Edge], [6:0-4-4,0-2-4], [8:0-4-4,0-2-4], [12:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.54 0.57 0.63 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.37 0.13 0.08 (loc) 16-18 16-18 11 16 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 231 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W4,W5: 2 X 4 SP No.2, W9: 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-10 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 7-13 REACTIONS (lb/size) 2=1761/0-3-8 (min. 0-2-12), 11=1691/Mechanical Max Horz 2=304(LC 5) Max Uplift 2=-92(LC 6), 11=-32(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2583/229, 3-4=-2412/231, 4-5=-2320/264, 5-6=-1926/293, 6-7=-1531/279, 7-8=-1330/266, 8-9=-1703/275, 9-10=-1619/190, 10-11=-1633/160 BOT CHORD 2-18=-219/2035, 17-18=-185/1813, 16-17=-185/1813, 15-16=-136/1612, 14-15=-136/1612, 13-14=-136/1612, 12-13=-14/1273 WEBS 5-18=-15/407, 5-16=-493/170, 6-16=-52/680, 7-16=-309/194, 7-15=0/266, 7-13=-632/165, 8-13=-38/547, 9-12=-501/101, 10-12=-49/1385 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 7) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.22 0.16 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.07 0.01 0.03 (loc) 6-7 6-7 5 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 41 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* W2: 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=537/0-3-8 (min. 0-1-8), 5=462/0-3-8 (min. 0-1-8) Max Horz 7=177(LC 5) Max Uplift 7=-46(LC 6), 5=-15(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-457/82, 3-4=-450/79, 2-7=-485/130, 4-5=-407/87 WEBS 3-6=0/253 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 3x6 8-2-15 8-2-15 16-4-11 8-1-12 26-2-5 9-9-10 34-4-1 8-1-12 42-7-0 8-2-15 -1-0-0 1-0-0 5-6-6 5-6-6 10-11-9 5-5-2 16-4-11 5-5-2 21-3-8 4-10-13 26-2-5 4-10-13 31-7-7 5-5-2 37-0-10 5-5-2 42-7-0 5-6-6 0-6-14 11-6-0 0-6-14 11-6-0 8.00 12 Plate Offsets (X,Y): [2:0-0-12,Edge], [6:0-4-4,0-2-4], [8:0-4-4,0-2-4], [12:0-0-12,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.54 0.57 0.41 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.59 0.16 0.10 (loc) 15-16 15-16 12 15-16 l/defl >999 >867 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 210 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W4,W5: 2 X 4 SP No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except 2-0-0 oc purlins (4-6-15 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 7-15, 9-15 REACTIONS (lb/size) 2=1765/0-3-8 (min. 0-2-12), 12=1694/Mechanical Max Horz 2=267(LC 5) Max Uplift 2=-92(LC 6), 12=-56(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2587/226, 3-4=-2415/227, 4-5=-2250/260, 5-6=-1937/286, 6-7=-1538/272, 7-8=-1541/273, 8-9=-1941/287, 9-10=-2276/266, 10-11=-2441/233, 11-12=-2615/232 BOT CHORD 2-18=-117/2038, 17-18=-71/1819, 16-17=-71/1819, 15-16=-13/1604, 14-15=-37/1831, 13-14=-37/1831, 12-13=-116/2074 WEBS 5-18=-19/391, 5-16=-496/173, 6-16=-63/733, 7-16=-314/196, 7-15=-308/197, 8-15=-63/735, 9-15=-510/176, 9-13=-25/408 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 7) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 3x6 8-2-15 8-2-15 16-4-11 8-1-12 26-2-5 9-9-10 34-4-1 8-1-12 42-7-0 8-2-15 -1-0-0 1-0-0 5-6-6 5-6-6 10-11-9 5-5-2 16-4-11 5-5-2 21-3-8 4-10-13 26-2-5 4-10-13 31-7-7 5-5-2 37-0-10 5-5-2 42-7-0 5-6-6 43-7-0 1-0-0 0-6-14 11-6-0 0-6-14 11-6-0 8.00 12 Plate Offsets (X,Y): [2:0-0-12,Edge], [6:0-4-4,0-2-4], [8:0-4-4,0-2-4], [12:0-0-12,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.54 0.57 0.40 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.20 -0.58 0.16 0.09 (loc) 16-17 16-17 12 16-17 l/defl >999 >872 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 211 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W4,W5: 2 X 4 SP No.2 WEDGE Left: 2 X 4 SPF No.2, Right: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-13 oc purlins, except 2-0-0 oc purlins (4-7-1 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17, 7-16, 9-16 REACTIONS (lb/size) 2=1760/0-3-8 (min. 0-2-12), 12=1760/0-3-8 (min. 0-2-12) Max Horz 2=262(LC 5) Max Uplift 2=-92(LC 6), 12=-92(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2579/224, 3-4=-2408/226, 4-5=-2243/259, 5-6=-1929/285, 6-7=-1531/271, 7-8=-1531/271, 8-9=-1929/285, 9-10=-2243/259, 10-11=-2408/226, 11-12=-2579/224 BOT CHORD 2-19=-110/2032, 18-19=-67/1813, 17-18=-67/1813, 16-17=-9/1596, 15-16=-15/1813, 14-15=-15/1813, 12-14=-89/2032 WEBS 5-19=-19/391, 5-17=-496/173, 6-17=-62/729, 7-17=-310/196, 7-16=-310/196, 8-16=-62/729, 9-16=-496/173, 9-14=-20/391 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 6) This truss is designed in accordance with the 2006 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 TC BC WB (Matrix) 0.03 0.02 0.01 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 5 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=111/3-6-6 (min. 0-1-8), 4=111/3-6-6 (min. 0-1-8), 6=102/3-6-6 (min. 0-1-8) Max Horz 2=-44(LC 4) Max Uplift 2=-24(LC 6), 4=-28(LC 7) Max Grav 2=111(LC 1), 4=111(LC 1), 6=107(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0-4-7 0-1-8 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.03 0.03 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 10 11 10 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 47 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS All bearings 12-5-0. (lb) - Max Horz 2=-98(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 17, 18, 14, 13, 12. 8) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.06 0.05 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS All bearings 8-3-12. (lb) - Max Horz 2=-66(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8. 8) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 WB (Matrix) 0.03 0.09 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 5 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=162/3-6-6 (min. 0-1-8), 4=162/3-6-6 (min. 0-1-8) Max Horz 2=44(LC 5) Max Uplift 2=-15(LC 6), 4=-15(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2006 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 TC BC WB (Matrix) 0.21 0.25 0.13 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.02 0.04 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=277/12-5-0 (min. 0-1-10), 4=277/12-5-0 (min. 0-1-10), 6=495/12-5-0 (min. 0-1-10) Max Horz 2=-98(LC 4) Max Uplift 2=-41(LC 6), 4=-50(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-287/53 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2006 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 BC WB (Matrix) 0.20 0.13 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.01 0.03 0.00 (loc) 5 5 4 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=215/8-3-12 (min. 0-1-8), 4=215/8-3-12 (min. 0-1-8), 6=291/8-3-12 (min. 0-1-8) Max Horz 2=66(LC 5) Max Uplift 2=-44(LC 6), 4=-50(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2006 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 WB (Matrix) 0.32 0.19 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.12 0.00 0.05 (loc) 4-5 4-5 4 4-5 l/defl >999 >564 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* W2: 2 X 4 SPF 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=304/0-3-8 (min. 0-1-8), 4=221/0-1-8 (min. 0-1-8) Max Horz 5=237(LC 6) Max Uplift 4=-128(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-262/16 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; 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 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) 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. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=128. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.25 0.30 0.82 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.15 0.02 0.13 (loc) 2-6 2-6 5 2-6 l/defl >999 >979 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 38 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 7-4-1 oc bracing. REACTIONS (lb/size) 5=470/0-3-8 (min. 0-1-8), 2=585/0-3-8 (min. 0-1-8) Max Horz 2=114(LC 5) Max Uplift 5=-144(LC 6), 2=-191(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1011/649 BOT CHORD 2-6=-614/928, 5-6=-614/928 WEBS 3-6=-197/275, 3-5=-958/682 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; 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; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=144, 2=191. 4) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 BC WB (Matrix) 0.07 0.08 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.01 (loc) 2-4 2-4 4 2-4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=188/0-3-8 (min. 0-1-8), 4=89/0-1-8 (min. 0-1-8) Max Horz 2=68(LC 5) Max Uplift 2=-63(LC 6), 4=-38(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; 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; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 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. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 CSI TC BC WB (Matrix) 0.13 0.09 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.00 0.01 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* W2: 2 X 3 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=229/0-3-8 (min. 0-1-8), 4=139/0-1-8 (min. 0-1-8) Max Horz 5=148(LC 5) Max Uplift 5=-13(LC 6), 4=-68(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; 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) 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. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 6) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.12 -0.00 0.00 (loc) 2-4 2-4 3 2 l/defl >999 >540 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=151/Mechanical, 2=288/0-3-8 (min. 0-1-8), 4=53/Mechanical Max Horz 2=138(LC 6) Max Uplift 3=-89(LC 6), 2=-15(LC 6) Max Grav 3=151(LC 1), 2=288(LC 1), 4=106(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 (Matrix) 0.07 0.04 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=163/0-3-8 (min. 0-1-8), 3=37/Mechanical, 4=13/Mechanical Max Horz 5=116(LC 6) Max Uplift 3=-42(LC 6), 4=-8(LC 6) Max Grav 5=163(LC 1), 3=37(LC 1), 4=32(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 TC BC WB (Matrix) 0.10 0.08 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.00 (loc) 2-6 2-6 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=212/0-3-8 (min. 0-1-8), 3=89/Mechanical, 6=36/Mechanical Max Horz 2=99(LC 6) Max Uplift 2=-22(LC 6), 3=-58(LC 6) Max Grav 2=212(LC 1), 3=89(LC 1), 6=72(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 TC BC WB (Matrix) 0.10 0.08 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.00 (loc) 2-6 2-6 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-14 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=212/0-3-8 (min. 0-1-8), 3=89/Mechanical, 6=36/Mechanical Max Horz 2=99(LC 6) Max Uplift 2=-22(LC 6), 3=-58(LC 6) Max Grav 2=212(LC 1), 3=89(LC 1), 6=72(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.03 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 -0.00 0.00 (loc) 6 6 3 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=149/0-3-8 (min. 0-1-8), 5=2/Mechanical, 3=9/Mechanical Max Horz 6=97(LC 6) Max Uplift 6=-6(LC 6), 5=-12(LC 6), 3=-26(LC 6) Max Grav 6=149(LC 1), 5=19(LC 2), 3=16(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5, 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 0.03 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 -0.00 0.00 (loc) 6 6 3 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-4-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=149/0-3-8 (min. 0-1-8), 5=2/Mechanical, 3=9/Mechanical Max Horz 6=97(LC 6) Max Uplift 6=-6(LC 6), 5=-12(LC 6), 3=-26(LC 6) Max Grav 6=149(LC 1), 5=19(LC 2), 3=16(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5, 3. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.16 0.10 0.12 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 6 6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF Stud *Except* W1: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (lb/size) 5=386/Mechanical, 7=403/0-3-8 (min. 0-1-8) Max Horz 7=131(LC 4) Max Uplift 5=-129(LC 4), 7=-86(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-309/92, 2-7=-344/113 WEBS 3-5=-289/121 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 5=129. 6) This truss is designed in accordance with the 2006 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 133 lb up at 3-4-0, and 91 lb down and 88 lb up at 4-0-12 on top chord, and 89 lb down at 3-4-0, and 66 lb down at 4-0-12 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). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-43(B) 3=-96(B) 8=-91(B) 9=-33(B) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.54 0.47 0.83 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.10 0.01 0.05 (loc) 7-8 7-8 6 7-8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 188 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 10 SYP No.1 WEBS 2 X 4 SPF Stud WEDGE Left: 2 X 3 SPF No.2, Right: 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=5507/0-3-8 (min. 0-3-4), 2=3034/0-3-8 (min. 0-1-13) Max Horz 2=164(LC 4) Max Uplift 6=-857(LC 5), 2=-790(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3994/1095, 3-4=-3740/1112, 4-5=-4520/1123, 5-6=-4786/1099 BOT CHORD 2-8=-723/2564, 8-9=-505/2055, 7-9=-505/2055, 7-10=-670/3102, 10-11=-670/3102, 6-11=-670/3102 WEBS 4-7=-825/3859, 5-7=-141/346, 4-8=-800/1951, 3-8=-142/293 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 2 rows at 0-3-0 oc. Webs connected as follows: 2 X 4 - 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=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=857, 2=790. 7) This truss is designed in accordance with the 2006 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) 3277 lb down and 1359 lb up at 6-1-8, 1404 lb down and 75 lb up at 8-0-12, and 1404 lb down and 75 lb up at 10-0-12, and 1404 lb down and 75 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 2-6=-20 Concentrated Loads (lb) Vert: 7=-1404(B) 9=-3277(B) 10=-1404(B) 11=-1404(B) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 57 58 59 60 61 62 63 64 65 66 67 68 69 70 5x6 5x6 3x6 2x4 4x6 4x8 4x6 4x6 3x6 4x8 3x6 4x6 3x4 4x6 3x4 2x4 5x6 8x8 2x4 2x4 2x4 2x4 2x4 8x8 2x4 2x4 2x4 2x4 2x4 4x8 3-10-5 3-10-5 7-6-2 3-7-13 12-8-13 5-2-11 17-11-8 5-2-11 22-5-1 4-5-9 26-10-10 4-5-9 31-4-3 4-5-9 35-11-0 4-6-13 3-10-5 3-10-5 7-6-2 3-7-13 12-8-13 5-2-11 17-11-8 5-2-11 22-5-1 4-5-9 26-10-10 4-5-9 31-4-3 4-5-9 35-11-0 4-6-13 36-11-0 1-0-0 3-6-9 5-6-15 12-6-9 0-6-14 3.25 12 8.00 12 Plate Offsets (X,Y): [10:0-1-1,0-1-8], [13:0-2-8,0-2-0], [14:0-2-8,0-2-0], [15:0-4-0,0-4-8], [17:0-4-0,0-4-8], [18:0-2-8,0-2-0], [19:0-2-8,0-2-0], [20:0-2-8,0-2-0], [29:0-1-9,0-0-0], [34:0-1-12,0-0-12], [37:0-1-11,0-0-0], [54:0-1-14,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.21 0.54 0.71 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.25 0.07 0.14 (loc) 14 14 10 16-18 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 548 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W9: 2 X 4 SP No.2, W1: 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 21=3297/Mechanical, 10=3009/0-3-8 (min. 0-2-6) Max Horz 21=278(LC 4) Max Uplift 21=-1333(LC 5), 10=-1013(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2680/1080, 2-3=-3782/1523, 3-4=-3748/1506, 4-5=-2964/1257, 5-6=-2944/1257, 6-7=-3608/1440, 7-8=-4211/1607, 8-9=-4282/1589, 9-10=-4800/1652, 1-21=-2981/1166 BOT CHORD 21-57=-256/214, 20-57=-256/214, 20-58=-1028/2559, 58-59=-1028/2559, 19-59=-1028/2559, 19-60=-1431/3639, 60-61=-1431/3639, 61-62=-1431/3639, 18-62=-1431/3639, 18-63=-1137/3059, 17-63=-1137/3059, 17-64=-1137/3059, 16-64=-1137/3059, 16-65=-1006/2939, 15-65=-1006/2939, 15-66=-1006/2939, 14-66=-1006/2939, 14-67=-1193/3504, 67-68=-1193/3504, 13-68=-1193/3504, 13-69=-1251/3818, 69-70=-1251/3818, 12-70=-1251/3818, 10-12=-1251/3818 WEBS 2-20=-1769/653, 2-19=-639/1654, 3-19=-727/230, 3-18=-826/414, 4-18=-594/1213, 4-16=-1310/657, 5-16=-1307/2906, 6-16=-1272/584, 6-14=-546/1239, 7-14=-969/395, 7-13=-328/892, 9-13=-405/114, 9-12=-68/412, 1-20=-1298/3334 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 3 - 1 row at 0-9-0 oc, 2 X 4 - 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=20ft; 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) 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. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=1333, 10=1013. 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 lb down and 140 lb up at 0-1-12, 201 lb down and 140 lb up at 2-4-4, 201 lb down and 140 lb up at 4-4-4, 201 lb down and 140 lb up at 6-4-4, 201 lb down and 140 lb up at 8-4-4, 201 lb down and 140 lb up at 10-4-4, 201 lb down and 140 lb up at 12-4-4, 201 lb down and 140 lb up at 14-4-4, 201 lb down and 140 lb up at 16-4-4, 201 lb down and 140 lb up at 18-4-4, 201 lb down and 140 lb up at 20-4-4, 201 lb down and 140 lb up at 22-4-4, 201 lb down and 140 lb up at 24-4-4, 201 lb down and 140 lb up at 26-4-4, and 201 lb down and 90 lb up at 28-4-4, and 366 lb down and 143 lb up at 30-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of Continued others. on page 2 WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.70 0.40 0.79 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.07 -0.18 0.03 0.05 (loc) 6-7 6-7 5 7-9 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 269 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 8 SYP DSS WEBS 2 X 4 SPF Stud *Except* W3: 2 X 4 SP No.2 WEDGE Left: 2 X 12 SYP No.1, Right: 2 X 12 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=5952/0-5-8 (min. 0-3-0), 5=6196/0-5-8 (min. 0-3-2) Max Horz 1=-222(LC 3) Max Uplift 1=-286(LC 6), 5=-303(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6855/376, 2-3=-4679/351, 3-4=-4679/351, 4-5=-6887/378 BOT CHORD 1-10=-264/4475, 10-11=-264/4475, 9-11=-264/4475, 8-9=-264/4475, 8-12=-264/4475, 7-12=-264/4475, 7-13=-181/4498, 13-14=-181/4498, 6-14=-181/4498, 6-15=-181/4498, 15-16=-181/4498, 5-16=-181/4498 WEBS 3-7=-401/6217, 4-7=-1932/240, 4-6=-120/3050, 2-7=-1897/237, 2-9=-116/3001 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 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=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=286, 5=303. 7) This truss is designed in accordance with the 2006 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) 1344 lb down and 68 lb up at 2-4-12, 1344 lb down and 68 lb up at 4-4-12, 1344 lb down and 68 lb up at 6-4-12, 1344 lb down and 68 lb up at 8-4-12, 1344 lb down and 68 lb up at 10-4-12, 1344 lb down and 68 lb up at 12-4-12, and 1330 lb down and 61 lb up at 14-4-12, and 1327 lb down and 77 lb up at 16-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 1-5=-20 Concentrated Loads (lb) Vert: 8=-1344(F) 10=-1344(F) 11=-1344(F) 12=-1344(F) 13=-1344(F) 14=-1344(F) 15=-1330(F) 16=-1327(F) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 4-7-12 20-1-7 4-10-9 25-3-8 5-2-1 0-10-14 11-6-0 1-5-6 11-6-0 12.00 12 Plate Offsets (X,Y): [1:0-0-0,0-0-13], [3:0-4-4,0-1-12], [4:0-6-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.40 0.42 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.06 0.01 0.02 (loc) 12 10-12 6 12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 695 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 10 SYP No.1 WEBS 2 X 4 SP No.2 *Except* W1,W7: 2 X 4 SPF Stud SLIDER Right 2 X 8 SYP DSS 3-4-3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS (lb/size) 1=4748/0-3-8 (min. 0-1-14), 6=941/0-3-8 (min. 0-1-8), 10=9377/0-3-8 (req. 0-3-11) Max Horz 1=254(LC 4) Max Uplift 1=-129(LC 6), 6=-133(LC 6), 10=-529(LC 5) Max Grav 1=4767(LC 9), 6=964(LC 10), 10=9377(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3649/106, 2-3=-56/1210, 3-4=0/903, 4-5=0/793, 5-6=-608/132 BOT CHORD 1-13=-213/2420, 13-14=-213/2420, 14-15=-213/2420, 12-15=-213/2420, 12-16=-213/2420, 16-17=-213/2420, 11-17=-213/2420, 11-18=-213/2420, 10-18=-213/2420, 10-19=-515/203, 9-19=-515/203, 9-20=-40/321, 20-21=-40/321, 8-21=-40/321, 7-8=-40/321, 7-22=-40/321, 6-22=-40/321 WEBS 2-12=-136/5934, 2-10=-4301/299, 3-10=-1074/106, 4-10=-1395/208, 4-9=-205/570, 5-9=-1243/287, 5-8=-131/1484 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 10 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 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=20ft; 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) WARNING: Required bearing size at joint(s) 10 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=129, 6=133, 10=529. 9) This truss is designed in accordance with the 2006 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) 1674 lb down and 68 lb up at 1-0-12, 1674 lb down and 68 lb up at 3-0-12, 1674 lb down and 68 lb up at 5-0-12, 1671 lb down and 44 lb up at 5-11-12, 1671 lb down and 44 lb up at 7-11-12, 1671 lb down and 44 lb up at 9-11-12, 432 lb down and 56 lb up at 11-11-12, 432 lb down and 56 lb up at 13-11-12, 432 lb down and 56 lb up at 15-11-12, 432 lb down and 56 lb up at 17-11-12, 432 lb down and 56 lb up at 19-11-12, and 432 lb down and 56 lb up at 21-11-12, and 432 lb down and 56 lb up at 23-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 1-6=-20 Continued on page 2 WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 3x6 3x4 2x4 2x4 1.5x4 2x4 2x4 2x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 2x4 2x4 1.5x4 1.5x4 2x4 1.5x4 1.5x4 1.5x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 5-4-13 5-4-13 10-7-2 5-2-5 11-9-4 1-2-2 15-2-14 3-5-10 20-1-15 4-11-1 25-3-8 5-1-9 -1-0-0 1-0-0 5-4-13 5-4-13 10-7-2 5-2-5 15-2-14 4-7-12 20-1-15 4-11-1 25-3-8 5-1-9 0-10-14 11-6-0 1-5-6 11-6-0 12.00 12 Plate Offsets (X,Y): [2:Edge,0-0-1], [5:0-6-4,0-1-12], [6:0-6-4,0-1-12], [22:0-0-4,0-1-8], [25:0-1-2,0-0-4], [32:0-1-12,0-0-12], [35:0-1-12,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.29 0.23 0.51 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 0.00 0.01 (loc) 13-15 13-15 9 10-11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 230 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W3,W4,W5: 2 X 4 SP No.2, W9: 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 SLIDER Left 2 X 6 SPF No.2 3-6-6 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 5-12, 6-12 REACTIONS (lb/size) 2=473/0-3-8 (min. 0-1-8), 12=1118/0-3-8 (min. 0-1-12), 9=481/0-3-8 (min. 0-1-8) Max Horz 2=280(LC 4) Max Uplift 2=-9(LC 5), 12=-88(LC 5) Max Grav 2=491(LC 9), 12=1118(LC 1), 9=503(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-457/28, 6-7=-254/123, 7-8=-485/34, 8-9=-457/23 BOT CHORD 2-16=-146/256, 15-16=-146/256, 14-15=-146/256, 13-14=-146/256, 10-11=0/278 WEBS 3-15=0/258, 3-13=-338/180, 5-12=-389/81, 6-12=-447/67, 6-11=-75/277, 7-11=-289/172 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 8) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.11 0.04 0.04 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 6 6 5 7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 25 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF Stud *Except* W1: 2 X 4 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 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4 REACTIONS (lb/size) 5=192/Mechanical, 7=251/0-3-8 (min. 0-1-8) Max Horz 7=111(LC 4) Max Uplift 5=-80(LC 4), 7=-53(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 6) This truss is designed in accordance with the 2006 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 92 lb up at 2-8-0 on top chord, and 65 lb down at 2-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-29(F) 3=-49(F) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 73 74 75 15 14 76 77 78 79 80 81 82 83 84 85 86 87 88 3x6 5x8 5x8 3x6 4x8 8x8 3x4 2x4 4x6 3x4 4x6 4x8 4x6 3x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4x8 4x8 5-6-6 5-6-6 10-11-9 5-5-2 16-4-11 5-5-2 21-3-8 4-10-13 26-2-5 4-10-13 31-7-7 5-5-2 37-0-10 5-5-2 42-7-0 5-6-6 -1-0-0 1-0-0 5-6-6 5-6-6 10-11-9 5-5-2 16-4-11 5-5-2 21-3-8 4-10-13 26-2-5 4-10-13 31-7-7 5-5-2 37-0-10 5-5-2 42-7-0 5-6-6 43-7-0 1-0-0 0-6-14 11-6-0 0-6-14 11-6-0 8.00 12 Plate Offsets (X,Y): [2:0-8-2,0-0-3], [6:0-6-4,0-2-4], [8:0-6-4,0-2-4], [12:0-8-2,0-0-3], [15:0-2-8,0-2-0], [21:0-2-8,0-2-0], [40:0-2-0,0-0-8], [49:0-1-13,0-0-4], [57:0-2-0,0-0-4], [66:0-1-13,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.23 0.42 0.41 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.24 0.09 0.12 (loc) 19-21 19-21 12 19-21 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 735 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W5,W6: 2 X 4 SP No.2 OTHERS 2 X 3 SPF No.2 *Except* ST10: 2 X 4 SP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=2888/0-3-8 (min. 0-2-4), 12=2888/0-3-8 (min. 0-2-4) Max Horz 2=-260(LC 3) Max Uplift 2=-822(LC 5), 12=-822(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4566/1331, 3-4=-3968/1191, 4-5=-3881/1224, 5-6=-3325/1078, 6-7=-2851/961, 7-8=-2851/961, 8-9=-3325/1078, 9-10=-3881/1224, 10-11=-3968/1191, 11-12=-4566/1332 BOT CHORD 2-73=-1103/3637, 22-73=-1103/3637, 22-74=-1103/3637, 74-75=-1103/3637, 75-76=-1103/3637, 21-76=-1103/3637, 21-77=-970/3229, 20-77=-970/3229, 20-78=-970/3229, 19-78=-970/3229, 19-79=-797/2697, 79-80=-797/2697, 18-80=-797/2697, 18-81=-702/2697, 81-82=-702/2697, 17-82=-702/2697, 17-83=-830/3229, 16-83=-830/3229, 16-84=-830/3229, 15-84=-830/3229, 15-85=-986/3638, 85-86=-986/3638, 86-87=-986/3638, 14-87=-986/3638, 14-88=-986/3638, 12-88=-986/3638 WEBS 3-22=-122/427, 3-21=-510/217, 5-21=-289/751, 5-19=-920/402, 6-19=-466/1156, 6-18=-272/524, 7-18=-308/134, 8-18=-273/524, 8-17=-466/1156, 9-17=-920/402, 9-15=-289/751, 11-15=-510/218, 11-14=-123/427 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 3 - 1 row at 0-9-0 oc, 2 X 4 - 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=20ft; 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) 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. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=822, 12=822. 11) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=93/2-11-1 (min. 0-1-8), 3=93/2-11-1 (min. 0-1-8) Max Horz 1=47(LC 5) Max Uplift 3=-16(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 7) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.24 0.16 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.01 0.05 0.00 (loc) 1 1 9 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 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 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 12-2-4. (lb) - Max Horz 2=114(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 9, 2, 10, 11, 12, 14 except 13=-127(LC 1) Max Grav All reactions 250 lb or less at joint(s) 9, 10, 11, 12, 13 except 2=285(LC 1), 14=494(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-14=-341/139 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 2, 10, 11, 12, 14 except (jt=lb) 13=127. 7) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 4x6 4x6 1.5x4 2x4 1.5x4 1.5x4 2x4 2x4 5x6 1.5x4 1.5x4 2x4 1.5x4 1.5x4 2x4 2x4 5x6 1.5x4 1.5x4 7-5-13 7-5-13 11-11-6 4-5-9 14-9-3 2-9-12 22-3-0 7-5-13 -1-0-0 1-0-0 5-8-0 5-8-0 11-1-8 5-5-8 16-7-0 5-5-8 22-3-0 5-8-0 23-3-0 1-0-0 0-10-14 12-0-6 0-10-14 12.00 12 Plate Offsets (X,Y): [2:0-5-15,Edge], [5:0-3-0,0-3-0], [6:0-1-8,0-1-8], [7:0-3-0,0-3-0], [10:0-5-15,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.27 0.24 0.46 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.16 0.01 0.03 (loc) 2-17 2-17 10 2-17 l/defl >999 >911 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 175 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SP No.2 *Except* W1: 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 *Except* ST5: 2 X 4 SP No.2 SLIDER Left 2 X 6 SPF No.2 4-1-1, Right 2 X 6 SPF No.2 4-1-1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13 REACTIONS All bearings 10-7-8 except (jt=length) 2=0-3-8, 15=0-3-8. (lb) - Max Horz 2=273(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 10 Max Grav All reactions 250 lb or less at joint(s) 14, 12, 15 except 2=702(LC 1), 13=560(LC 1), 10=454(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-663/86, 3-4=-467/114, 4-5=-572/223, 5-6=-446/265, 6-7=-152/252, 7-8=-280/210, 8-9=-269/99, 9-10=-367/70 BOT CHORD 2-17=-120/396 WEBS 6-13=-286/52, 8-13=-295/249, 6-17=-173/423, 4-17=-287/246 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 10. 7) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 1.5x4 1.5x4 12-7-0 12-7-0 -1-0-0 1-0-0 6-3-8 6-3-8 12-7-0 6-3-8 0-10-14 7-2-6 0-10-14 12.00 12 Plate Offsets (X,Y): [12:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.10 0.05 0.22 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 1 13 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 64 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 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 12-7-0. (lb) - Max Horz 23=183(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 13, 19, 20, 21, 17, 16, 15 except 23=-120(LC 4), 22=-121(LC 5), 14=-115(LC 7) Max Grav All reactions 250 lb or less at joint(s) 23, 13, 18, 19, 20, 21, 22, 17, 16, 15, 14 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 19, 20, 21, 17, 16, 15 except (jt=lb) 23=120, 22=121, 14=115. 9) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 10 9 8 5x8 4x8 4x8 3x4 4x10 3x6 3x4 3x4 4x8 5x6 5x6 3x4 4x6 2x4 2x4 3x6 7-6-2 7-6-2 16-4-11 8-10-9 23-4-2 6-11-7 30-3-9 6-11-7 33-11-8 3-7-15 7-6-2 7-6-2 11-11-6 4-5-5 16-4-11 4-5-5 23-4-2 6-11-7 30-3-9 6-11-7 33-11-8 3-7-15 3-6-9 5-6-15 11-6-0 9-0-11 11-6-0 3.25 12 8.00 12 Plate Offsets (X,Y): [4:0-5-12,0-2-0], [6:0-5-12,0-2-0], [7:0-3-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.69 0.64 0.66 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.16 -0.46 0.04 0.07 (loc) 12-14 12-14 8 12-14 l/defl >999 >870 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 302 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W6,W7: 2 X 4 SP No.2, W1,W9: 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-15 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 9-11-7 oc bracing. WEBS 1 Row at midpt 3-12, 4-10, 5-10, 6-10, 6-9, 7-8 REACTIONS (lb/size) 15=1347/0-3-8 (min. 0-2-2), 8=1347/0-3-8 (min. 0-2-2) Max Horz 15=369(LC 5) Max Uplift 15=-51(LC 6), 8=-77(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1615/178, 2-3=-1905/305, 3-4=-1306/253, 4-5=-901/234, 5-6=-901/234, 6-7=-534/200, 1-15=-1283/158, 7-8=-1323/158 BOT CHORD 14-15=-342/170, 13-14=-257/1256, 12-13=-257/1256, 11-12=-220/1031, 10-11=-220/1031, 9-10=-117/393 WEBS 2-14=-963/237, 3-14=-107/551, 3-12=-477/172, 4-12=-53/596, 4-10=-256/52, 5-10=-481/199, 6-10=-169/973, 6-9=-851/221, 1-14=-79/1584, 7-9=-142/1046 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 8. 9) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 9-2-0 18-4-0 9-2-0 0-10-14 10-0-14 0-10-14 12.00 12 Plate Offsets (X,Y): [16:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.14 0.07 0.22 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 1 17 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 108 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-24, 8-25, 10-23 REACTIONS All bearings 18-4-0. (lb) - Max Horz 32=250(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 25, 26, 27, 28, 30, 23, 22, 21, 20, 19 except 32=-153(LC 4), 17=-109(LC 5), 31=-153(LC 5), 18=-147(LC 7) Max Grav All reactions 250 lb or less at joint(s) 32, 17, 25, 26, 27, 28, 30, 31, 23, 22, 21, 20, 19, 18 except 24=251(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 9-24=-257/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 26, 27, 28, 30, 23, 22, 21, 20, 19 except (jt=lb) 32=153, 17=109, 31=153, 18=147. 10) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 5x6 5x6 5x6 5x6 6x8 3x6 3x4 3x8 3x8 3x8 3x4 3x6 2x4 2x4 3x4 4x6 2x4 3x6 8-2-15 8-2-15 16-4-11 8-1-12 23-4-2 6-11-7 30-3-9 6-11-7 36-4-0 6-0-8 42-7-0 6-3-0 -1-0-0 1-0-0 5-6-6 5-6-6 10-11-9 5-5-2 16-4-11 5-5-2 23-4-2 6-11-7 30-3-9 6-11-7 36-4-0 6-0-8 42-7-0 6-3-0 0-6-14 11-6-0 3-3-11 11-6-0 8.00 12 Plate Offsets (X,Y): [2:0-0-12,Edge], [4:0-1-12,0-3-4], [6:0-4-4,0-2-4], [8:0-4-4,0-2-4], [12:0-2-8,0-1-8], [17:0-2-13,0-1-8], [18:0-0-10,0-2-0], [25:0-2-0,0-0-0], [59:0-1-12,0-0-12], [62:0-1-12,0-0-12], [67:0-1-6,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.54 0.57 0.63 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.37 0.13 0.08 (loc) 16-18 16-18 11 16 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 334 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 *Except* W4,W5: 2 X 4 SP No.2, W9: 2 X 4 SPF No.2 OTHERS 2 X 3 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-10 max.): 6-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16, 7-13 REACTIONS (lb/size) 2=1761/0-3-8 (min. 0-2-12), 11=1691/Mechanical Max Horz 2=304(LC 5) Max Uplift 2=-92(LC 6), 11=-32(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2583/229, 3-4=-2412/231, 4-5=-2320/264, 5-6=-1926/293, 6-7=-1531/279, 7-8=-1330/266, 8-9=-1703/275, 9-10=-1619/190, 10-11=-1633/160 BOT CHORD 2-18=-219/2035, 17-18=-185/1813, 16-17=-185/1813, 15-16=-136/1612, 14-15=-136/1612, 13-14=-136/1612, 12-13=-14/1273 WEBS 5-18=-15/407, 5-16=-493/170, 6-16=-52/680, 7-16=-309/194, 7-15=0/266, 7-13=-632/165, 8-13=-38/547, 9-12=-501/101, 10-12=-49/1385 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 10) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 11-11-0 5-11-8 12-11-0 1-0-0 0-10-14 6-10-6 0-10-14 12.00 12 Plate Offsets (X,Y): [10:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 Yes IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.09 0.05 0.22 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 60 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 3 SPF No.2 OTHERS 2 X 3 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 11-11-0. (lb) - Max Horz 20=162(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12, 17, 18, 19, 15, 14, 13. 9) This truss is designed in accordance with the 2006 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. LOAD CASE(S) Standard WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 WB (Matrix) 0.15 0.13 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.05 -0.00 0.00 (loc) 2-4 2-4 3 2-4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 28 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=156/Mechanical, 2=373/0-3-8 (min. 0-1-8), 4=63/Mechanical Max Horz 2=139(LC 6) Max Uplift 3=-116(LC 6), 2=-86(LC 6) Max Grav 3=156(LC 1), 2=373(LC 1), 4=129(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 3 and 86 lb uplift at joint 2. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lb down and 69 lb up at 3-6-6, and 53 lb up at 3-6-9 on top chord, and 32 lb down at 3-6-6, and 20 lb up at 3-6-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 2-4=-20 Concentrated Loads (lb) Vert: 5=-6(F=23, B=-29) 6=-9(F=7, B=-16) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 BC WB (Matrix) 0.09 0.07 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.00 (loc) 2-4 2-4 3 2-4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 23 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-1 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=109/Mechanical, 2=300/0-3-8 (min. 0-1-8), 4=49/Mechanical Max Horz 2=118(LC 6) Max Uplift 3=-92(LC 6), 2=-84(LC 6) Max Grav 3=109(LC 1), 2=300(LC 1), 4=105(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3 and 84 lb uplift at joint 2. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb up at 2-4-2, and 29 lb down and 69 lb up at 3-6-6 on top chord, and 24 lb up at 2-4-2, and 32 lb down at 3-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 2-4=-20 Concentrated Loads (lb) Vert: 5=51(B) 6=-29(F) 7=18(B) 8=-16(F) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012 BC WB (Matrix) 0.09 0.07 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.00 (loc) 2-4 2-4 3 2-4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 23 lb FT = 20% GRIP 197/144 LUMBER TOP CHORD 2 X 6 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEDGE Left: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-1 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3=109/Mechanical, 2=300/0-3-8 (min. 0-1-8), 4=49/Mechanical Max Horz 2=118(LC 6) Max Uplift 3=-92(LC 6), 2=-84(LC 6) Max Grav 3=109(LC 1), 2=300(LC 1), 4=105(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=20ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 3 and 84 lb uplift at joint 2. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb up at 2-4-2, and 29 lb down and 69 lb up at 3-6-6 on top chord, and 24 lb up at 2-4-2, and 32 lb down at 3-6-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 2-4=-20 Concentrated Loads (lb) Vert: 5=51(F) 6=-29(B) 7=18(F) 8=-16(B) WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11’) before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from SBCA at www.sbcindustry.com. May 2,2012