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Home My WebLink AboutBLW-039 Sealed Truss Drawings.PDFRe: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Carter Lee Building Components. Liu, Xuegang q0150310 lot#39 BELLEWOOD JOB#BLW-039 Pages or sheets covered by this seal: I16269203 thru I16269224 My license renewal date for the state of Indiana is July 31, 2010. Q0150310 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 MiTek Industries, Inc. March 4,2010 Job Q0150310 Truss GE1 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269204 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:11:46 2010 Page 1 Scale = 1:69.6 1 2 3 4 5 6 7 8 9 21 20 19 18 17 1615 14 13 12 11 10 4x6 4x8 3x6 3x12 4x6 4x6 3x4 3x6 3x4 4x8 4x8 2x4 2x4 2x4 2x4 5x6 9-2-0 9-2-0 12-9-0 3-7-0 17-10-12 5-1-12 23-2-0 5-3-4 -0-10-0 0-10-0 4-8-12 4-8-12 9-2-0 4-5-4 12-9-0 3-7-0 17-10-12 5-1-12 23-2-0 5-3-4 Job Q0150310 Truss GE2 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269205 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:11:47 2010 Page 1 Scale = 1:49.4 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 3x4 3x4 4x6 3x4 3x4 11-3-0 11-3-0 -0-10-0 0-10-0 5-7-8 5-7-8 11-3-0 5-7-8 12-1-0 0-10-0 1-10-0 7-5-8 1-10-0 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code Job Q0150310 Truss GE3 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269206 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:11:48 2010 Page 1 Scale = 1:71.1 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 4x8 4x6 2x4 4x6 3x6 3x4 3x4 3x12 3x6 3x4 4x6 2x4 4x6 Nailed Nailed Nailed Nailed Nailed 4-4-9 4-4-9 8-5-10 4-1-1 12-6-6 4-0-12 16-7-7 4-1-1 21-0-0 4-4-9 -0-10-0 0-10-0 4-4-9 4-4-9 8-5-10 4-1-1 12-6-6 4-0-12 16-7-7 Job Q0150310 Truss GE4 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269207 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:11:50 2010 Page 1 Scale = 1:52.2 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 3x6 3x6 4x6 3x6 3x6 10-8-8 10-8-8 -0-10-0 0-10-0 5-4-4 5-4-4 10-8-8 5-4-4 11-6-8 0-10-0 2-6-6 7-10-10 2-6-6 12.00 12 Plate Offsets (X,Y): [10:0-0-0,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Job Q0150310 Truss GE5 Truss Type GABLE Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269208 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:11:53 2010 Page 1 Scale = 1:26.2 1 2 3 4 5 9 8 7 6 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 7-5-8 7-5-8 7-5-8 7-5-8 3-8-12 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.15 Job Q0150310 Truss GE6 Truss Type GABLE Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269209 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:11:54 2010 Page 1 Scale = 1:51.0 1 2 3 4 5 6 7 8 9 10 11 12 3x4 23 22 21 20 19 18 17 16 15 14 13 3x6 3x4 16-8-8 16-8-8 16-8-8 16-8-8 8-4-4 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) Job Q0150310 Truss GE7 Truss Type GABLE Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269210 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:11:57 2010 Page 1 Scale = 1:68.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x6 5x6 3x6 3x6 3x6 3x6 3x6 36-0-8 36-0-8 -0-10-0 0-10-0 18-0-4 18-0-4 36-0-8 18-0-4 36-10-8 0-10-0 0-6-0 9-6-2 Job Q0150310 Truss GE8 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269211 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:00 2010 Page 1 Scale = 1:73.0 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 3x6 5x6 3x6 10x10 6x8 3x4 3x6 3x6 4x6 3x4 4x8 3x6 3x6 3x4 4x10 2x4 2x4 2x4 2x4 5x6 4x6 2-0-8 2-0-8 7-9-12 5-9-4 13-7-0 5-9-4 20-10-14 7-3-14 28-2-13 7-3-14 Job Q0150310 Truss GE9 Truss Type GABLE Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269212 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:02 2010 Page 1 Scale = 1:50.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6 4x6 3x6 3x4 3x6 3x4 27-9-8 27-9-8 -0-10-0 0-10-0 13-10-12 13-10-12 27-9-8 13-10-12 28-7-8 0-10-0 0-6-0 7-5-6 0-6-0 6.00 12 LOADING (psf) Job Q0150310 Truss GR1 Truss Type ROOF TRUSS Qty 1 Ply 2 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269213 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:04 2010 Page 1 Scale = 1:74.4 1 2 3 4 5 6 7 8 14 13 12 11 10 15 16 17 18 19 20 21 9 22 23 6x10 5x10 MT18H 8x8 3x6 4x10 8x8 WB 3x6 10x10 10x10 10x10 4x10 3x12 6x16 Nailed 4-8-12 4-8-12 9-2-0 4-5-4 12-9-0 3-7-0 17-9-12 5-0-12 23-2-0 5-4-4 4-8-12 4-8-12 9-2-0 4-5-4 12-9-0 3-7-0 17-9-12 5-0-12 23-2-0 5-4-4 24-0-0 0-10-0 1-10-0 11-0-0 Job Q0150310 Truss GR1 Truss Type ROOF TRUSS Qty 1 Ply 2 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269213 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:04 2010 Page 2 NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1588 lb down and 256 lb up at 1-10-12, 1588 lb down and 256 lb up at 3-10-12, 1588 lb down and 256 lb up at 5-10-12, 1588 lb down and 256 lb up at 7-10-12, 1588 lb down and 256 lb up at 9-10-12, 1588 lb down and 256 lb up at 11-10-12, 1588 lb down and 256 lb up at 13-10-12, 1588 lb down and 256 lb up at 15-10-12, 1588 lb down and 256 lb up at 17-10-12, and 1588 lb down and 256 lb up at 19-10-12, and 1593 lb down and 257 lb up at 21-10-12 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=-70, 3-4=-70, 4-8=-70, 7-14=-20 Concentrated Loads (lb) Vert: 10=-1588(B) 9=-1588(B) 7=-24(B) 15=-1588(B) 16=-1588(B) 17=-1588(B) 18=-1588(B) 19=-1588(B) 20=-1588(B) 21=-1588(B) 22=-1588(B) 23=-1593(B) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Q0150310 Truss H1 Truss Type ROOF TRUSS Qty 5 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269214 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:05 2010 Page 1 Scale = 1:67.5 1 2 3 4 5 6 11 10 9 8 7 3x4 4x6 4x8 3x4 3x6 3x12 4x6 3x4 4x6 4x6 4x6 8-5-10 8-5-10 12-6-6 4-0-12 21-0-0 8-5-10 4-4-9 4-4-9 8-5-10 4-1-1 12-6-6 4-0-12 16-7-7 4-1-1 21-0-0 4-4-9 2-6-6 11-0-0 2-6-6 11-0-0 12.00 12 Plate Offsets (X,Y): [3:0-4-4,0-1-12], [4:0-6-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 10.0 Job Q0150310 Truss J8 Truss Type ROOF TRUSS Qty 5 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269215 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:05 2010 Page 1 Scale = 1:19.0 1 2 5 3 4 3x4 3x4 2-0-0 2-0-0 -0-10-0 0-10-0 2-0-0 2-0-0 2-1-6 3-1-6 2-7-11 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.32 0.17 0.00 DEFL Job Q0150310 Truss PB1 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269216 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:06 2010 Page 1 Scale = 1:11.3 1 2 3 4 5 6 4x6 2x4 1.5x4 2x4 3-7-0 3-7-0 1-9-8 1-9-8 3-7-0 1-9-8 0-5-3 1-9-4 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 25.0 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 Q0150310 Truss PB2 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269217 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:07 2010 Page 1 Scale: 1"=1’ 1 2 3 2x4 4 4x6 2x4 1.5x4 1-9-8 1-9-8 3-7-0 1-9-8 1-9-8 1-9-8 3-7-0 1-9-8 1-9-8 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.06 0.04 0.03 DEFL Job Q0150310 Truss PB3 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269218 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:07 2010 Page 1 Scale = 1:13.2 1 2 3 2x4 4 4x6 2x4 1.5x4 2-0-6 2-0-6 4-0-12 2-0-6 2-0-6 2-0-6 4-0-12 2-0-6 2-0-6 12.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.08 0.05 0.04 DEFL Job Q0150310 Truss PB4 Truss Type ROOF TRUSS Qty 10 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269219 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:08 2010 Page 1 Scale = 1:12.5 1 2 3 4 5 6 4x6 2x4 1.5x4 2x4 4-0-12 4-0-12 2-0-6 2-0-6 4-0-12 2-0-6 0-5-3 2-0-2 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 25.0 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 Q0150310 Truss T1 Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269220 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:09 2010 Page 1 Scale = 1:51.5 1 2 3 4 7 6 5 4x6 6x8 2x4 3x12 2x4 6x8 5-4-4 5-4-4 10-8-8 5-4-4 -0-10-0 0-10-0 5-4-4 5-4-4 10-8-8 5-4-4 2-6-6 7-10-10 2-6-6 12.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [4:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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 Q0150310 Truss T2 Truss Type ROOF TRUSS Qty 5 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269221 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:10 2010 Page 1 Scale = 1:67.5 1 2 3 4 5 6 7 8 13 12 11 10 9 4x6 4x8 3x6 3x12 4x6 3x4 4x6 3x4 4x6 4x6 3x4 8-5-10 8-5-10 12-6-6 4-0-12 21-0-0 8-5-10 -0-10-0 0-10-0 4-4-9 4-4-9 8-5-10 4-1-1 12-6-6 4-0-12 16-7-7 4-1-1 21-0-0 4-4-9 21-10-0 0-10-0 2-6-6 11-0-0 2-6-6 11-0-0 12.00 12 Plate Offsets (X,Y): [4:0-4-4,0-1-12], [5:0-6-4,0-1-12] LOADING (psf) Job Q0150310 Truss T3A Truss Type ROOF TRUSS Qty 11 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269222 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:11 2010 Page 1 Scale = 1:65.7 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 3x6 5x6 3x6 5x8 3x6 3x12 3x4 3x4 1.5x4 3x4 3x4 1.5x4 5x8 3x6 9-1-9 9-1-9 18-0-4 8-10-11 26-10-15 8-10-11 36-0-8 9-1-9 -0-10-0 0-10-0 6-1-15 6-1-15 12-1-2 5-11-2 18-0-4 5-11-2 23-11-6 5-11-2 29-10-9 5-11-2 Job Q0150310 Truss T3B Truss Type ROOF TRUSS Qty 1 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269223 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:13 2010 Page 1 Scale = 1:65.2 1 2 3 4 5 6 7 8 9 14 13 12 11 10 3x6 5x6 3x6 5x8 3x6 3x12 3x4 3x4 1.5x4 3x4 3x4 1.5x4 5x8 3x6 9-1-9 9-1-9 18-0-4 8-10-11 26-10-15 8-10-11 36-0-8 9-1-9 6-1-15 6-1-15 12-1-2 5-11-2 18-0-4 5-11-2 23-11-6 5-11-2 29-10-9 5-11-2 36-0-8 6-1-15 Job Q0150310 Truss T6 Truss Type SPECIAL Qty 6 Ply 1 q0150310 lot#39 BELLEWOOD JOB#BLW-039 Job Reference (optional) I16269224 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 04 08:12:14 2010 Page 1 Scale = 1:51.6 1 2 3 4 5 6 7 8 13 12 11 5x12 10 9 5x6 3x6 10x16 6x8 3x6 4x8 3x4 4x6 5x6 3x4 2-0-8 2-0-8 7-10-2 5-9-10 13-7-0 5-8-14 20-5-11 6-10-11 27-6-8 7-0-13 2-0-8 2-0-8 7-10-2 5-9-10 13-7-12 5-9-10 20-5-11 6-9-15 27-6-8 7-0-13 28-4-8 0-10-0 0-7-8 7-5-6 WEBS 6-4-8 dimensions shown in ft-in-sixteenths Industry Standards: Plate location details available in MiTek 20/20 software or upon request. * Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/ 4 1 " For 4 x 2 orientation, locate plates 0- 1/ 16" This symbol indicates the required direction of slots in connector plates. PLATE SIZE 4 x 4 Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. BEARING TOP CHORDS BOTTOM CHORDS 1 2 3 4 8 7 6 5 TOP CHORD TOP CHORD C1-2 C2-3 C3-4 C4-5 C7-8 C6-7 C5-6 C1-8 W1-7 W2-7 W3-7 W3-6 W4-6 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. ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A 0- 1/ 16" from outside edge of truss. WEBS MiTek Engineering Reference Sheet: MII-7473 rev. 10-’08 ' 2006 MiTekﬁ All Rights Reserved dimensions shown in ft-in-sixteenths (Drawings not to scale) 6-4-8 ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Industry Standards: Plate location details available in MiTek 20/20 software or upon request. * General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative 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. Symbols Numbering System PLATE LOCATION AND ORIENTATION 3/ 4 1 " 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. For 4 x 2 orientation, locate plates 0- 1/ 16" This symbol indicates the required direction of slots in connector plates. PLATE SIZE 4 x 4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. LATERAL BRACING LOCATION BEARING TOP CHORDS BOTTOM CHORDS 1 2 3 4 8 7 6 5 TOP CHORD TOP CHORD C1-2 C2-3 C3-4 C4-5 C7-8 C6-7 C5-6 C1-8 W1-7 W2-7 W3-7 W3-6 W4-6 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. PRODUCT CODE APPROVALS 0- 1/ 16" from outside edge of truss. 0-6-0 0-8-0 6.00 12 4.57 12 Plate Offsets (X,Y): [1:0-6-0,0-2-0], [7:0-0-3,0-0-9], [11:0-2-12,0-2-8], [13:0-6-6,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.57 1.00 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.38 0.21 (loc) 12-13 12-13 7 l/defl >999 >864 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 *Except* 4-10: 2 X 4 SPF Stud, 1-13: 2 X 4 SYP No.1 WEBS 2 X 4 SPF Stud *Except* 2-13: 2 X 6 SPF No.2 SLIDER Left 2 X 3 SPF No.2 2-3-15 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1227/Mechanical, 7=1298/0-3-8 Max Horz 1=-102(LC 6) Max Uplift1=-185(LC 5), 7=-233(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4049/668, 2-3=-2283/355, 3-4=-1561/275, 4-6=-1589/286, 6-7=-2151/317 BOT CHORD 12-13=-576/2965, 11-12=-276/1994, 4-11=-93/886, 9-10=-9/275, 7-9=-174/1804, 1-13=-647/3506 WEBS 3-12=0/370, 3-11=-793/233, 9-11=-187/1537, 6-11=-585/221, 2-13=-142/1226, 2-12=-980/303 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) except (jt=lb) 1=185. 6) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 7. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 0-6-0 9-6-2 0-6-0 6.00 12 Plate Offsets (X,Y): [1:0-0-3,0-1-1], [9:0-0-3,0-1-1] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.60 0.94 0.29 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.52 0.16 (loc) 12 9-10 9 l/defl >999 >828 n/a L/d 240 180 n/a PLATES MT20 Weight: 141 lb 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 Stud *Except* 5-12,6-12,4-12: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12, 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1613/0-3-8, 9=1613/Mechanical Max Horz 1=-121(LC 3) Max Uplift1=-244(LC 5), 9=-245(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2929/468, 2-4=-2661/442, 4-5=-1886/370, 5-6=-1886/370, 6-8=-2678/445, 8-9=-2954/473 BOT CHORD 1-14=-447/2519, 12-14=-277/2084, 10-12=-176/2091, 9-10=-336/2548 WEBS 5-12=-171/1181, 6-12=-728/265, 6-10=-58/513, 8-10=-359/217, 4-12=-719/264, 4-14=-55/497, 2-14=-342/213 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) except (jt=lb) 9=245. 6) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 1. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 36-0-8 6-1-15 0-6-0 9-6-2 0-6-0 6.00 12 Plate Offsets (X,Y): [2:0-0-3,0-1-1], [10:0-0-3,0-1-1] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.57 0.92 0.29 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.50 0.16 (loc) 13 10-11 10 l/defl >999 >859 n/a L/d 240 180 n/a PLATES MT20 Weight: 142 lb 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 Stud *Except* 6-13,7-13,5-13: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1678/0-3-8, 10=1608/Mechanical Max Horz 2=130(LC 5) Max Uplift2=-290(LC 5), 10=-244(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2913/461, 3-5=-2645/435, 5-6=-1876/369, 6-7=-1876/368, 7-9=-2651/441, 9-10=-2920/467 BOT CHORD 2-15=-440/2502, 13-15=-273/2073, 11-13=-173/2075, 10-11=-330/2510 WEBS 6-13=-170/1172, 7-13=-719/264, 7-11=-55/497, 9-11=-342/214, 5-13=-716/262, 5-15=-50/491, 3-15=-337/210 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) except (jt=lb) 10=244. 6) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 TCLL TCDL BCLL BCDL 25.0 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 0.43 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.28 0.02 (loc) 9-11 9-11 9 l/defl >999 >876 n/a L/d 240 180 n/a PLATES MT20 Weight: 134 lb 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 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 13=1000/0-3-8, 9=1000/0-3-8 Max Horz 13=-373(LC 3) Max Uplift13=-146(LC 5), 9=-146(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-736/254, 4-5=-449/246, 5-6=-736/254, 2-13=-304/243, 7-9=-304/243 BOT CHORD 12-13=-247/475, 11-12=-95/448, 9-11=-46/475 WEBS 3-13=-720/119, 6-9=-719/119 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 13 and 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) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 BC WB (Matrix) 0.38 0.17 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 57 lb 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* 2-6,4-6: 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=541/0-3-8, 5=466/0-3-8 Max Horz 7=290(LC 4) Max Uplift7=-82(LC 5), 5=-82(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-389/138, 3-4=-388/142, 2-7=-487/108, 4-5=-411/108 BOT CHORD 6-7=-293/271 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 7 and 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 0.04 0.02 0.01 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 11 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=106/2-11-6, 4=106/2-11-6, 6=97/2-11-6 Max Horz 2=50(LC 4) Max Uplift2=-36(LC 5), 4=-41(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=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb 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 Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=170/0-3-8, 3=170/0-3-8 Max Horz 1=-53(LC 3) Max Uplift1=-23(LC 5), 3=-23(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=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 4 4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb 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 Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=148/0-3-8, 3=148/0-3-8 Max Horz 1=45(LC 4) Max Uplift1=-20(LC 5), 3=-20(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=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 0.03 0.02 0.01 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 10 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=93/2-5-10, 4=93/2-5-10, 6=80/2-5-10 Max Horz 2=-42(LC 3) Max Uplift2=-33(LC 5), 4=-37(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=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2 and 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) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.03 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb 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 Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=169/0-3-8, 4=17/Mechanical, 3=47/Mechanical Max Horz 5=106(LC 5) Max Uplift4=-35(LC 5), 3=-63(LC 5) Max Grav 5=169(LC 1), 4=35(LC 2), 3=47(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 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) 0.55 0.42 0.71 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.28 0.02 (loc) 7-9 7-9 7 l/defl >999 >879 n/a L/d 240 180 n/a PLATES MT20 Weight: 131 lb 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 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=932/0-3-8, 7=932/0-3-8 Max Horz 11=369(LC 4) Max Uplift11=-106(LC 6), 7=-106(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-740/247, 3-4=-452/240, 4-5=-740/247 BOT CHORD 10-11=-258/480, 9-10=-108/451, 7-9=-58/480 WEBS 2-11=-710/133, 5-7=-709/134 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 11 and 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) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 0-7-0 11-0-0 12.00 12 Plate Offsets (X,Y): [1:0-4-12,Edge], [3:0-3-12,0-2-12], [4:0-3-8,Edge], [7:0-1-9,0-1-9], [12:0-3-8,0-5-0], [13:0-3-8,0-5-0] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.89 0.97 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.27 0.07 (loc) 9-11 9-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 347 lb GRIP 197/144 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 3-4: 2 X 6 SPF No.2, 5-8: 2 X 4 SYP 2400F 2.0E BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SPF No.2 *Except* 2-13: 2 X 4 SPF Stud, 1-14: 2 X 6 SPF No.2 WEDGE Right: 2 X 12 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 14=9548/0-5-10 (input: 0-3-8), 7=10066/0-5-15 (input: 0-3-8) Max Horz 14=-372(LC 3) Max Uplift14=-1491(LC 5), 7=-1663(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8821/1430, 2-3=-7493/1331, 3-4=-5548/1063, 4-6=-7859/1378, 6-7=-11357/1806, 1-14=-8229/1309 BOT CHORD 13-14=-449/898, 12-13=-1078/6141, 11-12=-872/5293, 9-11=-1137/7772, 7-9=-1137/7772 WEBS 2-13=-314/1924, 2-12=-1536/429, 3-12=-760/4171, 3-11=-283/930, 4-11=-891/5144, 6-11=-3343/728, 6-9=-703/4742, 1-13=-841/5576 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, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-6-0 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=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) WARNING: Required bearing size at joint(s) 14, 7 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=1491, 7=1663. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) "Nailed" indicates 3-10d or 3-12d common wire toe-nails. For more details refer to MiTek’s ST-TOENAIL Detail. Continued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 TCLL TCDL BCLL BCDL 25.0 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) 0.14 0.09 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.01 (loc) 23 23 22 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 149 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 27-9-8. (lb) - Max Horz 2=-98(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 34, 35, 36, 37, 38, 39, 40, 41, 32, 30, 29, 28, 27, 26, 25, 24, 22 Max Grav All reactions 250 lb or less at joint(s) 2, 33, 34, 35, 36, 37, 38, 39, 40, 32, 30, 29, 28, 27, 26, 25, 22 except 41=282(LC 9), 24=282(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 34, 35, 36, 37, 38, 39, 40, 41, 32, 30, 29, 28, 27, 26, 25, 24, and 22. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 35-9-8 7-6-11 2-0-8 2-0-8 7-9-12 5-9-4 13-7-0 5-9-4 17-9-4 4-2-4 23-8-6 5-11-2 29-7-9 5-11-2 35-9-8 6-1-15 0-7-8 9-6-2 0-6-0 0-8-0 6.00 12 4.57 12 Plate Offsets (X,Y): [1:0-3-4,0-2-0], [6:0-3-0,0-2-1], [8:0-3-0,0-3-0], [10:0-0-13,0-1-8], [14:0-2-8,0-1-8], [18:0-2-8,0-2-8], [20:0-6-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.63 0.77 0.79 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.32 0.16 (loc) 19-20 19-20 15 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 279 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 *Except* 18-20,1-20: 2 X 4 SYP No.1, 5-17: 2 X 4 SPF Stud WEBS 2 X 4 SPF Stud *Except* 6-18,6-16,7-15: 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud *Except* 6-21: 2 X 4 SPF No.2 SLIDER Left 2 X 3 SPF No.2 2-3-15 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 5-18 WEBS 1 Row at midpt 6-16, 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 8-6-8 except (jt=length) 1=Mechanical. (lb) - Max Horz 1=122(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 13, 12, 11 except 15=-287(LC 5), 1=-182(LC 5), 10=-218(LC 9) Max Grav All reactions 250 lb or less at joint(s) 12, 11, 10 except 15=2077(LC 1), 1=1163(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3736/684, 2-4=-2139/358, 4-5=-1411/269, 5-6=-1347/373, 6-7=-778/243, 7-9=-114/875, 9-10=-156/710 BOT CHORD 19-20=-631/2833, 18-19=-311/1866, 5-18=-340/193, 15-16=0/410, 13-15=-537/168, 12-13=-537/168, 11-12=-537/168, 10-11=-537/168, 1-20=-693/3221 WEBS 2-19=-975/323, 4-19=0/363, 4-18=-809/243, 16-18=0/516, 6-18=-265/996, 6-16=-406/104, 7-16=-8/537, 7-15=-1890/295, 9-15=-416/227, 2-20=-152/1093 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 12, 11 except (jt=lb) 15=287, 1=182, 10=218. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 0-6-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.15 0.09 0.10 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.01 (loc) 29 29 28 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 224 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud *Except* 15-42,14-43,13-45,16-41,17-39: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 15-42, 14-43, 16-41 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 36-0-8. (lb) - Max Horz 2=-124(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 43, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28 Max Grav All reactions 250 lb or less at joint(s) 2, 42, 43, 45, 46, 47, 48, 49, 50, 51, 52, 53, 41, 39, 38, 37, 36, 35, 34, 33, 32, 31, 28 except 54=296(LC 9), 30=296(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-15=-31/253 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=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 2, 43, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, and 28. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 0.33 0.27 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 96 lb 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 Stud OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 12-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-8-8. (lb) - Max Horz 1=339(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23 Max Grav All reactions 250 lb or less at joint(s) 1, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 except 23=252(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-289/46, 2-3=-254/14 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 0.07 0.04 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: 27 lb 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 Stud OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 7-5-8. (lb) - Max Horz 1=142(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8, 9 Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7, 8 except 9=260(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) 6, 7, 8, 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.63 0.37 0.30 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 120 120 n/a PLATES MT20 Weight: 78 lb 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 Stud OTHERS 2 X 4 SPF Stud *Except* 6-16: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-8-8. (lb) - Max Horz 20=-275(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 15, 14 except 20=-342(LC 3), 12=-329(LC 4), 19=-364(LC 4), 13=-353(LC 3) Max Grav All reactions 250 lb or less at joint(s) 17, 18, 15, 14 except 20=313(LC 4), 12=301(LC 3), 16=320(LC 6), 19=348(LC 3), 13=338(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-30/256, 5-6=-31/274, 6-7=-31/272, 7-8=-30/254 WEBS 6-16=-303/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 20, 12, 17, 18, 19, 15, 14, and 13. 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. LOAD CASE(S) Standard This component is to be used in conjunction with a rigid diaphragm. This diaphragm must be capable of transferring roof loads to the ground with negligible lateral deflections. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 4-1-1 21-0-0 4-4-9 21-10-0 0-10-0 2-6-6 11-0-0 2-6-6 11-0-0 12.00 12 Plate Offsets (X,Y): [4:0-6-4,0-1-12], [5:0-4-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.25 0.12 0.34 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 0.01 (loc) 13 13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 154 lb 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 No.2 *Except* 3-14,6-10,2-14,7-10: 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 15=997/0-3-8, 9=988/0-3-8 Max Horz 15=-369(LC 3) Max Uplift15=-197(LC 5), 9=-331(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-803/211, 3-4=-728/314, 4-5=-443/307, 5-6=-728/341, 6-7=-798/286, 2-15=-947/216, 7-9=-941/293 BOT CHORD 14-15=-354/360, 13-14=-264/494, 12-13=-194/443, 10-12=-120/491 WEBS 6-12=-111/266, 2-14=-65/505, 7-10=-118/501 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 15 and 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) "Nailed" indicates 3-10d or 3-12d common wire toe-nails. For more details refer to MiTek’s ST-TOENAIL Detail. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-4=-70, 4-5=-70, 5-7=-70, 7-8=-70, 9-15=-20 Concentrated Loads (lb) Vert: 12=3(F) 10=3(F) 16=3(F) 17=3(F) 18=3(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.45 0.27 0.29 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 120 120 n/a PLATES MT20 Weight: 74 lb 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 Stud OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 11-3-0. (lb) - Max Horz 20=-251(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 15, 14 except 20=-222(LC 3), 12=-206(LC 4), 19=-253(LC 4), 13=-241(LC 3) Max Grav All reactions 250 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 except 16=295(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-33/256, 6-7=-33/253 WEBS 6-16=-278/0 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 20, 12, 17, 18, 19, 15, 14, and 13. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010 24-0-0 0-10-0 1-10-0 11-0-0 0-7-0 11-0-0 12.00 12 Plate Offsets (X,Y): [3:0-0-8,0-1-12], [4:0-4-4,0-1-12], [5:0-6-4,0-1-12], [6:0-3-0,0-3-0], [8:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 25.0 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) 0.62 0.59 0.34 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.32 0.01 (loc) 20-21 20-21 8 l/defl >999 >425 n/a L/d 240 180 n/a PLATES MT20 Weight: 236 lb 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* 7-13: 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud *Except* 24-25,27-28,42-43: 2 X 4 SPF No.2 WEDGE Right: 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 (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-20, 5-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-2-8 except (jt=length) 21=0-3-8. (lb) - Max Horz 21=-358(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 13, 21, 8, 11 except 18=-110(LC 6), 19=-120(LC 2), 10=-157(LC 6) Max Grav All reactions 250 lb or less at joint(s) 17, 16, 14, 12, 11, 10 except 18=555(LC 1), 13=354(LC 1), 21=737(LC 9), 8=271(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-305/209, 3-4=-449/177, 5-7=-322/171, 7-8=-352/73, 2-21=-362/239 BOT CHORD 20-21=-224/346, 19-20=-87/297, 18-19=-87/297 WEBS 3-20=-180/267, 5-20=-113/377, 5-18=-505/48, 7-13=-329/84, 3-21=-347/107 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to uplift at jt(s) 18, 13, 21, 8, 19, 11, and 10. 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) 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 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. March 4,2010