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HomeMy WebLinkAboutLOCKERBIE V F TRUSS SEALSRe: 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 1. The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Timberland Home Center-Brazil, IN. Miller, Scott LOCKERBIE Pages or sheets covered by this seal: I23801719 thru I23801738 My license renewal date for the state of Indiana is July 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 1400166 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 MiTek USA, Inc. March 13,2015 Job 1400166 Truss A1 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801719 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:02 2015 Page 1 ID:PNkEUZvaNsk22dpvJK?rcFzGsxq-9mbGa9_qBUpiro4AdpMC0ITrBwsiClwuxQUK_MzbgQx Scale = 1:66.5 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 3x6 5x6 3x6 5x6 10x10 7x12 3x6 2x4 2x4 3x4 3x6 3x4 3x4 6x8 5x6 3x6 7-11-3 7-11-3 17-3-2 9-3-15 21-0-0 3-8-14 24-8-14 3-8-14 34-2-12 9-5-14 36-0-0 1-9-4 -1-11-4 1-11-4 7-11-3 7-11-3 14-1-3 6-2-0 21-0-0 Job 1400166 Truss A2 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801720 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:03 2015 Page 1 ID:taIchuwC7AsvfnN5s2W49TzGsxp-dz9enV_SyoxZTyfMAWtRYV??4KCJxGw294EtWozbgQw Scale = 1:68.5 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 3x6 5x6 6x6 5x6 6x10 5x6 5x6 3x6 2x4 3x4 3x4 3x6 3x4 3x4 3x6 2x4 5x9 5x6 3x6 7-11-4 7-11-4 17-3-2 9-3-14 24-8-14 7-5-12 32-2-12 7-5-14 34-2-12 2-0-0 Job 1400166 Truss A3 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801721 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:04 2015 Page 1 ID:Lms_vExquU_mHxyHQl1JhgzGsxo-59j0?q?4j53Q56EYkDOg5jYBRkYdgknBOkzR3FzbgQv Scale = 1:67.3 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 22 23 3x6 5x6 6x6 5x6 6x10 5x6 5x6 3x6 2x4 3x4 3x4 3x6 3x4 3x4 3x4 4x9 2x4 4x6 3x6 7-11-4 7-11-4 17-3-2 9-3-14 24-8-14 7-5-12 30-2-12 5-5-14 32-2-12 2-0-0 36-0-0 Job 1400166 Truss A4 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801722 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:05 2015 Page 1 ID:pyQM6axSfn6dv4XU_TYYEuzGsxn-ZLHPCA0iTPBHiGplIxvvdw5Lm8utPAULdOj_bhzbgQu Scale = 1:67.3 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 3x6 5x6 6x10 5x6 6x10 5x6 5x6 3x6 2x4 3x4 3x4 3x6 3x4 2x4 2x4 4x9 4x6 3x6 7-11-4 7-11-4 17-3-2 9-3-14 24-8-14 7-5-12 28-2-12 3-5-14 30-2-12 2-0-0 36-0-0 5-9-4 Job 1400166 Truss A5 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801723 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:06 2015 Page 1 ID:pyQM6axSfn6dv4XU_TYYEuzGsxn-1YrnPW1KEjJ8KQOxseQ8A8dY4XC78eGUs2SX77zbgQt Scale = 1:70.4 1 2 3 4 5 6 7 89 10 11 12 19 18 17 16 15 14 13 21 22 20 3x6 5x6 6x6 5x6 2x8 6x10 5x6 5x6 3x6 2x4 2x4 6x10 4x9 2x4 3x4 3x4 4x9 3x8 3x6 5x9 7-11-4 7-11-4 17-3-2 9-3-14 25-8-8 8-5-6 Job 1400166 Truss A6 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801724 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:07 2015 Page 1 ID:H9_kKwy5Q5EUWE6gYA4nm5zGsxm-VkO9ds1y?0R?yaz7PMxNjLAjqxYMt5We4iC5gazbgQs Scale = 1:70.4 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 21 22 23 24 20 3x6 5x6 6x6 5x6 6x6 2x4 6x10 5x6 5x6 3x6 2x4 2x4 6x8 4x6 2x4 3x4 3x4 4x9 3x8 5x9 7-11-4 7-11-4 17-3-2 9-3-14 25-8-8 Job 1400166 Truss A7 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801725 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:07 2015 Page 1 ID:lLY6XGzjBPML8Ohs5ub0JJzGsxl-VkO9ds1y?0R?yaz7PMxNjLAjqxYMt2Ze4iC5gazbgQs Scale = 1:70.5 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 20 21 22 23 19 3x6 5x6 6x6 6x6 2x4 6x10 5x6 5x6 3x6 2x4 2x4 6x8 4x6 2x4 3x4 3x4 4x9 4x6 5x9 7-11-4 7-11-4 17-3-2 9-3-14 25-8-8 Job 1400166 Truss A8 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801726 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:08 2015 Page 1 ID:EX5Vlc_LyiUCmYG2fb6FsWzGsxk-_wyXqC2amKZsajYJz3ScFZjs4LubcTOnJMxeC0zbgQr Scale = 1:69.1 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 19 20 21 18 3x6 5x6 6x10 2x4 6x10 5x6 5x6 3x6 2x4 2x4 6x8 4x6 2x4 3x4 3x4 4x9 2x4 5x9 7-11-4 7-11-4 17-3-2 9-3-14 25-8-8 8-5-6 32-2-12 Job 1400166 Truss A9 Truss Type SPECIAL Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801727 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:09 2015 Page 1 ID:ikftyy_zj0c3NirFDJdUOkzGsxj-S7Wv2Y3DXehjBt7WXn_romF2blEdL_iwY0hCkSzbgQq Scale = 1:66.7 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 3x6 5x6 6x6 2x4 3x6 6x10 5x6 5x6 3x6 2x4 3x4 3x4 3x6 3x4 3x4 3x6 3x6 7-11-4 7-11-4 17-3-2 9-3-14 24-8-14 7-5-12 33-10-0 9-1-2 36-0-0 2-2-0 -1-11-4 1-11-4 7-11-4 7-11-4 14-1-3 6-1-15 21-0-0 6-10-13 Job 1400166 Truss BGR Truss Type SPECIAL Qty 1 Ply 3 LOCKERBIE Job Reference (optional) I23801728 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:11 2015 Page 1 ID:e6ndNd0DFdsnd0?dKjfyT9zGsxh-OVegTE5T3FxRRBGueC0JtBLV1YzBpr7D?KAIpLzbgQo Scale = 1:35.6 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 1617 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 4x6 6x8 6x8 4x6 2x4 7x12 5x6 4x9 2x8 3x6 6x8 6x10 7x12 2x4 5x6 1-7-8 1-7-8 5-3-8 3-8-0 8-11-8 3-8-0 10-11-8 2-0-0 16-0-8 5-1-0 19-8-0 3-7-8 1-7-8 1-7-8 5-3-8 3-8-0 8-11-8 3-8-0 10-11-8 2-0-0 16-0-8 Job 1400166 Truss BGR Truss Type SPECIAL Qty 1 Ply 3 LOCKERBIE Job Reference (optional) I23801728 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:11 2015 Page 2 ID:e6ndNd0DFdsnd0?dKjfyT9zGsxh-OVegTE5T3FxRRBGueC0JtBLV1YzBpr7D?KAIpLzbgQo NOTES 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 lb down and 78 lb up at 1-7-8, 14 lb down and 35 lb up at 3-8-4, 14 lb down and 35 lb up at 5-8-4, 14 lb down and 35 lb up at 7-3-4, 62 lb down and 35 lb up at 10-11-8, 32 lb down and 31 lb up at 13-0-4, and 32 lb down and 31 lb up at 13-11-12, and 62 lb down and 35 lb up at 16-0-8 on top chord, and 125 lb up at 1-7-8, 102 lb down and 114 lb up at 2-0-12, 76 lb up at 3-8-4, 102 lb down and 114 lb up at 4-0-12, 76 lb up at 5-8-4, 102 lb down and 114 lb up at 6-0-12, 76 lb up at 7-3-4, 93 lb down and 163 lb up at 10-11-8, 34 lb down and 61 lb up at 13-0-4, and 34 lb down and 61 lb up at 13-11-12, and 93 lb down and 163 lb up at 15-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-6=-60, 6-7=-60, 8-15=-694(F=-674) Concentrated Loads (lb) Vert: 2=78(F) 5=-6(F) 6=-6(F) 14=3(F) 10=-47(F) 9=-47(F) 17=35(F) 18=35(F) 19=35(F) 20=-4(F) 21=-4(F) 25=-102(B) 26=5(F) 27=-102(B) 28=5(F) 29=-102(B) 30=5(F) 31=-17(F) 32=-17(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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. Job 1400166 Truss J Truss Type MONO TRUSS Qty 3 Ply 1 LOCKERBIE Job Reference (optional) I23801729 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:11 2015 Page 1 ID:6JL?az1s0x?eE9ZquRAB0MzGsxg-OVegTE5T3FxRRBGueC0JtBLSiY75p2rD?KAIpLzbgQo Scale = 1:22.0 1 2 5 4 3 2x4 3x4 3x4 1-10-15 1-10-15 -1-11-4 1-11-4 1-10-15 1-10-15 3-0-0 3-7-10 4.00 12 Plate Offsets (X,Y): [4:Edge,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.58 0.07 Job 1400166 Truss J1 Truss Type MONO TRUSS Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801730 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:12 2015 Page 1 ID:aVvOoJ2UnF7UsJ80S8iQZazGsxf-shC2ga55qZ4I2Lr5CvXYQPtlrySKYVQNE_vsLnzbgQn Scale = 1:22.0 1 4 3 2 2x4 3x4 3x4 1-10-15 1-10-15 1-10-15 1-10-15 3-0-0 3-7-10 4.00 12 Plate Offsets (X,Y): [3:Edge,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.11 0.07 0.03 DEFL Vert(LL) Job 1400166 Truss JA Truss Type MONO TRUSS Qty 2 Ply 1 LOCKERBIE Job Reference (optional) I23801731 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:12 2015 Page 1 ID:2hTm?f26YYFLUTjC0sDf5nzGsxe-shC2ga55qZ4I2Lr5CvXYQPtdRyRHYVDNE_vsLnzbgQn Scale = 1:24.8 1 2 3 5 4 6 2x4 2x4 3x4 3x4 -1-11-4 1-11-4 3-7-8 3-7-8 3-0-0 4-2-8 3-11-0 0-3-8 4-2-8 4.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 Job 1400166 Truss JB Truss Type MONO TRUSS Qty 2 Ply 1 LOCKERBIE Job Reference (optional) I23801732 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:12 2015 Page 1 ID:2hTm?f26YYFLUTjC0sDf5nzGsxe-shC2ga55qZ4I2Lr5CvXYQPtdRyRHYVDNE_vsLnzbgQn Scale = 1:24.8 1 2 3 5 4 6 2x4 2x4 3x4 3x4 3-7-8 3-7-8 -1-11-4 1-11-4 3-7-8 3-7-8 3-0-0 4-2-8 4.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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) Job 1400166 Truss JC Truss Type JACK Qty 2 Ply 1 LOCKERBIE Job Reference (optional) I23801733 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:13 2015 Page 1 ID:Wt08D?3kJsNC5dIPZZkue_zGsxd-KumQtv6jbsC8gVQHmc2nycQl7MgyHyDWTefPtDzbgQm Scale = 1:24.4 1 2 3 4 7 6 5 8 9 10 2x4 4x6 3x6 2x4 5-0-0 5-0-0 -2-8-14 2-8-14 5-0-0 5-0-0 3-0-0 4-2-2 2.83 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 3-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC Job 1400166 Truss K Truss Type MONO TRUSS Qty 4 Ply 1 LOCKERBIE Job Reference (optional) I23801734 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:13 2015 Page 1 ID:Wt08D?3kJsNC5dIPZZkue_zGsxd-KumQtv6jbsC8gVQHmc2nycQoBMpsHyGWTefPtDzbgQm Scale = 1:21.6 1 2 5 4 3 2x4 3x4 3x4 1-7-8 1-7-8 -1-11-4 1-11-4 1-7-8 1-7-8 3-0-0 3-6-8 4.00 12 Plate Offsets (X,Y): [4:0-0-0,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.58 0.05 Job 1400166 Truss KC Truss Type JACK Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801735 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:14 2015 Page 1 ID:?4aWQL4M4AV3jntb7HF7ACzGsxc-o4Ko5F7LMAK?Ie?TKKZ0Vqzwtm830PMghIOyPgzbgQl Scale = 1:21.3 1 2 6 5 4 3 2x4 4x6 3x4 2-2-1 2-2-1 -2-8-14 2-8-14 2-2-1 2-2-1 3-0-0 3-6-2 2.83 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 3-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.78 Job 1400166 Truss M Truss Type MONO TRUSS Qty 3 Ply 1 LOCKERBIE Job Reference (optional) I23801736 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:14 2015 Page 1 ID:TG8ueh5_qTdwLxSnh_mMjPzGsxb-o4Ko5F7LMAK?Ie?TKKZ0Vqz4Tm7D0PxghIOyPgzbgQl Scale = 1:14.0 1 2 3 5 6 4 2x4 2x4 2x4 3-11-8 3-11-8 -0-11-4 0-11-4 3-7-8 3-7-8 0-4-3 2-1-15 0-3-8 6.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 1400166 Truss MGE Truss Type GABLE Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801737 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:14 2015 Page 1 ID:TG8ueh5_qTdwLxSnh_mMjPzGsxb-o4Ko5F7LMAK?Ie?TKKZ0Vqz5Em9A0PqghIOyPgzbgQl Scale = 1:14.0 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 7 6 5 2x4 2x4 2x4 2x4 2x4 3-11-8 3-11-8 -0-11-4 0-11-4 3-7-8 3-7-8 0-4-3 2-1-15 0-3-8 6.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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 1400166 Truss MGE1 Truss Type GABLE Qty 1 Ply 1 LOCKERBIE Job Reference (optional) I23801738 Timberland Lumber Company, Indianapolis, IN 46222 7.430 s Jul 25 2013 MiTek Industries, Inc. Thu Mar 12 12:52:15 2015 Page 1 ID:xSiHr15cbnlny41zFiHbGdzGsxa-GGtBIb8z7USsvoagt14F11VGpAVglsbpwy8Wy6zbgQk Scale = 1:8.8 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 2x4 2x4 2x4 -0-11-4 0-11-4 1-7-0 1-7-0 0-4-3 1-1-11 6.00 12 LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.12 0.02 0.00 edge of truss. / 16 " from outside 1 0 - PRODUCT CODE APPROVALS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. Failure to Follow Could Cause Property Damage or Personal Injury General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) ' 2012 MiTekfi All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015 WEBS edge of truss. / 16 " from outside 1 0 - ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 4 x 4 PLATE SIZE This symbol indicates the required direction of slots in connector plates. / 16 " 1 For 4 x 2 orientation, locate plates 0- 1 " / 4 3 PLATE LOCATION AND ORIENTATION Symbols Numbering System General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths WEBS DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 6 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 1-7-0 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) 4=39/1-7-0 (min. 0-1-8), 2=132/1-7-0 (min. 0-1-8) Max Horz 2=35(LC 3) Max Uplift4=-3(LC 3), 2=-69(LC 3) Max Grav 4=39(LC 1), 2=153(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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; porch 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) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 BC WB (Matrix) 0.11 0.04 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 13 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-7-8 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) 2=147/3-11-8 (min. 0-1-8), 6=34/3-11-8 (min. 0-1-8), 7=163/3-11-8 (min. 0-1-8) Max Horz 2=50(LC 5) Max Uplift2=-58(LC 5), 7=-62(LC 5) Max Grav 2=157(LC 6), 6=38(LC 2), 7=168(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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; porch 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) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 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) 2, 7. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 0.16 0.17 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 0.00 (loc) 2-5 2-5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-7-8 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=223/0-3-8 (min. 0-1-8), 4=117/Mechanical Max Horz 2=106(LC 5) Max Uplift2=-153(LC 5), 4=-102(LC 5) Max Grav 2=225(LC 2), 4=122(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=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=153, 4=102. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 0.11 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5-6 5-6 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD 2-0-0 oc purlins, except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 6=567/0-4-15 (min. 0-1-8), 3=-102/Mechanical, 5=34/Mechanical Max Horz 6=127(LC 5) Max Uplift6=-194(LC 3), 3=-289(LC 9), 5=-114(LC 5) Max Grav 6=809(LC 9), 3=77(LC 3), 5=67(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-780/211 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=194, 3=289, 5=114. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 1-7-8 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=273/0-3-8 (min. 0-1-8), 4=15/Mechanical, 3=-45/Mechanical Max Horz 5=88(LC 5) Max Uplift5=-69(LC 3), 4=-115(LC 5), 3=-133(LC 9) Max Grav 5=386(LC 9), 4=30(LC 2), 3=37(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-371/78 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 5 except (jt=lb) 4=115 , 3=133. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 BC WB (Matrix) 0.78 0.62 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.11 -0.00 (loc) 6-7 6-7 6 l/defl >850 >514 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD 2-0-0 oc purlins, except end verticals (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=598/0-4-15 (min. 0-1-8), 6=205/Mechanical Max Horz 7=159(LC 7) Max Uplift7=-205(LC 5), 6=-126(LC 7) Max Grav 7=691(LC 11), 6=243(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-625/192 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=205, 6=126. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21 lb down and 18 lb up at 2-9-8, and 14 lb down and 28 lb up at 2-9-8 on top chord, and 63 lb up at 2-9-8, and 65 lb up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-90, 2-4=-90, 5-7=-30 Concentrated Loads (lb) Vert: 9=35(F=28, B=7) 10=5(F=2, B=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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 0.58 0.13 0.04 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-7-8 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=297/0-3-8 (min. 0-1-8), 4=94/Mechanical Max Horz 5=128(LC 6) Max Uplift5=-92(LC 5), 4=-70(LC 6) Max Grav 5=340(LC 11), 4=105(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-307/112 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 (Matrix) 0.58 0.13 0.04 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-7-8 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=297/0-3-8 (min. 0-1-8), 4=94/0-1-8 (min. 0-1-8) Max Horz 5=128(LC 6) Max Uplift5=-92(LC 5), 4=-70(LC 6) Max Grav 5=340(LC 11), 4=105(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-307/112 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 1-10-15 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) 4=70/0-3-8 (min. 0-1-8), 3=18/Mechanical, 2=53/Mechanical Max Horz 4=61(LC 5) Max Uplift4=-2(LC 3), 3=-51(LC 5), 2=-20(LC 3) Max Grav 4=70(LC 1), 3=35(LC 2), 2=53(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=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 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) 4, 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 1-10-15 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=270/0-3-8 (min. 0-1-8), 4=18/Mechanical, 3=-22/Mechanical Max Horz 5=91(LC 5) Max Uplift5=-65(LC 3), 4=-97(LC 5), 3=-106(LC 9) Max Grav 5=367(LC 9), 4=35(LC 2), 3=25(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-350/75 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 5, 4 except (jt=lb) 3=106. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 5-1-0 19-8-0 3-7-8 3-0-0 3-4-15 4-0-15 4-2-8 3-0-0 4-0-15 4.00 12 Plate Offsets (X,Y): [1:Edge,0-2-0], [10:0-3-8,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.43 0.76 0.86 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.26 0.06 (loc) 11-13 9-10 8 l/defl >999 >903 n/a L/d 240 180 n/a PLATES MT20 Weight: 358 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF Stud/No.3 *Except* 1-14,7-9: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4, 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=7435/0-3-8 (min. 0-3-0), 8=7430/0-3-8 (min. 0-2-15) Max Horz 15=-66(LC 5) Max Uplift15=-1268(LC 5), 8=-1045(LC 6) Max Grav 15=7580(LC 19), 8=7457(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3378/605, 2-3=-3196/575, 3-4=-11705/1808, 4-5=-10606/1636, 5-6=-5922/913, 6-7=-6290/959, 1-15=-7297/1261, 7-8=-6686/1005 BOT CHORD 13-14=-1541/9600, 11-13=-1541/9600, 10-11=-1769/11724, 9-10=-1487/9848 WEBS 2-14=-166/965, 3-14=-8317/1317, 3-13=-558/3007, 3-11=-309/2798, 4-11=-545/76, 4-10=-3209/525, 5-10=-892/5866, 5-9=-4837/762, 6-9=-221/1632, 1-14=-1217/7071, 7-9=-1116/7594 NOTES 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 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) except (jt=lb) 15=1268, 8=1045. 9) Girder carries tie-in span(s): 36-0-0 from 0-0-0 to 19-8-0 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 27-10-13 6-10-13 33-10-0 5-11-3 36-0-0 2-2-0 1-0-0 3-7-2 8-0-0 3-7-2 4.00 12 Plate Offsets (X,Y): [2:0-8-5,Edge] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.94 0.90 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.70 0.15 (loc) 15-17 15-17 11 l/defl >999 >611 n/a L/d 240 180 n/a PLATES MT20 Weight: 169 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S 1650F 1.6E, 1-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 7-15,7-13: 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 4-1-14 BRACING TOP CHORD Sheathed or 2-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=1431/Mechanical, 2=1554/0-3-8 (min. 0-2-7) Max Horz 2=89(LC 7) Max Uplift11=-61(LC 6), 2=-148(LC 7) Max Grav 11=1555(LC 17), 2=1554(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2945/158, 4-6=-2807/228, 6-7=-2158/171, 7-8=-1959/129, 8-9=-1129/86 BOT CHORD 2-17=-163/2635, 15-17=-124/2299, 13-15=-20/1628, 12-13=-92/1843, 11-12=-41/958 WEBS 6-17=-53/443, 6-15=-698/173, 7-15=-54/862, 7-13=-25/362, 8-12=-1155/73, 9-12=0/948, 9-11=-1853/36 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 11 except (jt=lb) 2=148. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 6-6-4 36-0-0 3-9-4 -1-11-4 1-11-4 7-11-4 7-11-4 14-1-3 6-1-15 21-0-0 6-10-13 25-8-8 4-8-8 32-2-12 6-6-4 36-0-0 3-9-4 1-0-0 4-1-8 8-0-0 4-1-8 3-1-8 1-0-0 4.00 12 Plate Offsets (X,Y): [2:0-8-5,Edge], [9:0-5-4,0-2-0], [13:0-2-8,0-2-4], [18:0-1-0,0-2-4] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.99 0.95 0.93 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.63 0.18 (loc) 15-17 15-17 18 l/defl >999 >678 n/a L/d 240 180 n/a PLATES MT20 Weight: 180 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S 1650F 1.6E, 1-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 10-18: 2x6 SPF No.2, 7-15,13-15: 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 4-1-14 BRACING TOP CHORD Sheathed or 2-7-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 9-10. 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=1549/0-3-8 (min. 0-2-7), 18=1426/Mechanical Max Horz 2=92(LC 6) Max Uplift2=-148(LC 7), 18=-64(LC 6) Max Grav 2=1549(LC 1), 18=1458(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2931/160, 4-6=-2793/230, 6-7=-2146/166, 7-8=-2353/182, 8-9=-2355/116, 11-18=-1458/64 BOT CHORD 2-17=-166/2622, 15-17=-123/2294, 12-13=-96/1733, 11-12=-92/1739 WEBS 8-13=-615/146, 6-17=-57/432, 6-15=-698/177, 7-15=-32/688, 13-15=-47/1649, 7-13=-100/906, 9-13=-37/476, 9-12=0/266, 9-11=-2233/69 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 18 except (jt=lb) 2=148. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A “LEG DOWN” CONDITION ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT. ADDITIONAL DESIGN CONSIDERATIONS (BY OTHERS) ARE REQUIRED TO TRANSFER THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 8-5-6 30-2-12 4-6-4 36-0-0 5-9-4 -1-11-4 1-11-4 7-11-4 7-11-4 14-1-3 6-1-15 21-0-0 6-10-13 25-8-8 4-8-8 30-2-12 4-6-4 34-2-12 4-0-0 36-0-0 1-9-4 1-0-0 4-9-8 8-0-0 4-4-0 3-4-0 1-0-0 4-9-8 4.00 12 Plate Offsets (X,Y): [2:0-8-5,Edge], [14:0-2-8,0-2-4], [19:0-1-0,0-2-4] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.89 0.95 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.64 0.17 (loc) 16-18 16-18 19 l/defl >999 >676 n/a L/d 240 180 n/a PLATES MT20 Weight: 185 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S 1650F 1.6E, 1-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 7-16,14-16: 2x4 SPF No.2, 11-19: 2x6 SPF No.2 SLIDER Left 2x8 SP No.2 4-1-14 BRACING TOP CHORD Sheathed or 3-0-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-0 max.): 9-10. 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=1549/0-3-8 (min. 0-2-7), 19=1426/Mechanical Max Horz 2=104(LC 6) Max Uplift2=-148(LC 7), 19=-66(LC 6) Max Grav 2=1549(LC 1), 19=1442(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2931/160, 4-6=-2793/230, 6-7=-2146/165, 7-8=-2238/170, 8-9=-2227/116, 9-10=-1867/91, 12-19=-1442/66 BOT CHORD 2-18=-167/2623, 16-18=-124/2294, 13-14=-107/1911, 12-13=-72/595 WEBS 8-14=-478/114, 6-18=-58/449, 6-16=-697/176, 7-16=-32/687, 14-16=-57/1651, 7-14=-84/800, 9-13=-1078/101, 10-13=-42/1747, 10-12=-1444/100 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 19 except (jt=lb) 2=148. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A “LEG DOWN” CONDITION ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT. ADDITIONAL DESIGN CONSIDERATIONS (BY OTHERS) ARE REQUIRED TO TRANSFER THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 8-5-6 28-2-12 2-6-4 30-2-12 2-0-0 33-6-12 3-4-0 36-0-0 2-5-4 -1-11-4 1-11-4 7-11-4 7-11-4 14-1-3 6-1-15 21-0-0 6-10-13 25-8-8 4-8-8 28-2-12 2-6-4 30-2-12 2-0-0 33-6-12 3-4-0 36-0-0 2-5-4 1-0-0 5-5-8 4-4-3 8-0-0 4-4-3 3-4-0 1-0-0 5-5-8 4.00 12 Plate Offsets (X,Y): [2:0-8-5,Edge], [15:0-2-8,0-2-4], [20:0-1-0,0-2-4] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.89 0.95 0.58 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.63 0.17 (loc) 17-19 17-19 20 l/defl >999 >683 n/a L/d 240 180 n/a PLATES MT20 Weight: 188 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S 1650F 1.6E, 1-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 7-17,15-17: 2x4 SPF No.2, 12-20: 2x6 SPF No.2 SLIDER Left 2x8 SP No.2 4-1-14 BRACING TOP CHORD Sheathed or 3-0-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-15 max.): 9-10, 11-12. 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=1549/0-3-8 (min. 0-2-7), 20=1426/Mechanical Max Horz 2=102(LC 6) Max Uplift2=-148(LC 7), 20=-65(LC 6) Max Grav 2=1549(LC 1), 20=1432(LC 21) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2931/160, 4-6=-2794/230, 6-7=-2146/165, 7-8=-2208/167, 8-9=-2163/118, 9-10=-1596/96, 10-11=-1742/89, 13-20=-1432/65 BOT CHORD 2-19=-167/2623, 17-19=-124/2293, 14-15=-110/2009, 13-14=-87/972 WEBS 8-15=-372/93, 6-19=-58/457, 6-17=-696/176, 7-17=-32/686, 15-17=-55/1652, 7-15=-80/769, 9-14=-950/65, 10-14=0/340, 11-14=-3/889, 11-13=-1652/95 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 20 except (jt=lb) 2=148. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A “LEG DOWN” CONDITION ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT. ADDITIONAL DESIGN CONSIDERATIONS (BY OTHERS) ARE REQUIRED TO TRANSFER THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 28-2-12 2-6-4 36-0-0 7-9-4 -1-11-4 1-11-4 7-11-4 7-11-4 14-1-3 6-1-15 21-0-0 6-10-13 25-8-8 4-8-8 26-2-12 0-6-4 28-2-12 2-0-0 31-11-10 3-8-14 36-0-0 4-0-6 1-0-0 6-1-8 8-0-0 3-8-0 2-8-0 1-0-0 6-1-8 4.00 12 Plate Offsets (X,Y): [2:0-8-5,Edge], [15:0-3-12,0-2-8], [20:0-1-0,0-2-4] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.89 0.95 0.58 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.63 0.17 (loc) 17-19 17-19 20 l/defl >999 >682 n/a L/d 240 180 n/a PLATES MT20 Weight: 191 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S 1650F 1.6E, 1-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 7-17,15-17: 2x4 SPF No.2, 12-20: 2x6 SPF No.2 SLIDER Left 2x8 SP No.2 4-1-14 BRACING TOP CHORD Sheathed or 3-0-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-4 max.): 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1549/0-3-8 (min. 0-2-7), 20=1426/Mechanical Max Horz 2=88(LC 7) Max Uplift2=-148(LC 7), 20=-63(LC 6) Max Grav 2=1549(LC 1), 20=1575(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2931/161, 4-6=-2794/231, 6-7=-2146/166, 7-8=-2199/170, 8-9=-2205/125, 9-10=-1759/109, 10-11=-1916/104, 13-20=-1575/63 BOT CHORD 2-19=-164/2623, 17-19=-121/2293, 14-15=-79/2053, 13-14=-101/1402 WEBS 6-19=-58/461, 6-17=-697/176, 7-17=-32/687, 15-17=-35/1652, 7-15=-84/767, 9-15=-297/16, 9-14=-794/70, 10-14=0/401, 11-14=0/632, 11-13=-1880/105 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 20 except (jt=lb) 2=148. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A “LEG DOWN” CONDITION ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT. ADDITIONAL DESIGN CONSIDERATIONS (BY OTHERS) ARE REQUIRED TO TRANSFER THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 -1-11-4 1-11-4 7-11-4 7-11-4 14-1-3 6-1-15 21-0-0 6-10-13 28-2-12 7-2-12 30-2-12 2-0-0 36-0-0 5-9-4 1-0-0 5-5-8 8-0-0 3-8-0 5-5-8 4.00 12 Plate Offsets (X,Y): [2:0-8-5,Edge], [8:0-5-0,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.99 0.89 0.68 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.68 0.13 (loc) 16-18 16-18 11 l/defl >999 >637 n/a L/d 240 180 n/a PLATES MT20 Weight: 178 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF-S 1650F 1.6E *Except* 8-9,9-10: 2x4 SPF No.2, 1-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 7-16,7-14: 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 4-1-14 BRACING TOP CHORD Sheathed, except end verticals, and 2-0-0 oc purlins (4-2-4 max.): 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1554/0-3-8 (min. 0-2-7), 11=1431/Mechanical Max Horz 2=90(LC 7) Max Uplift2=-148(LC 7), 11=-62(LC 6) Max Grav 2=1554(LC 1), 11=1576(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2945/159, 4-6=-2808/229, 6-7=-2160/169, 7-8=-1854/130, 8-9=-1350/107, 9-10=-1506/92, 10-11=-1521/89 BOT CHORD 2-18=-165/2635, 16-18=-123/2299, 14-16=-27/1629, 13-14=-81/1717, 12-13=-81/1717 WEBS 6-18=-56/463, 6-16=-693/173, 7-16=-46/869, 7-14=-18/251, 8-12=-1004/59, 9-12=0/268, 10-12=-42/1543 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 11 except (jt=lb) 2=148. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 3-9-4 -1-11-4 1-11-4 7-11-4 7-11-4 14-1-3 6-1-15 21-0-0 6-10-13 27-10-13 6-10-13 30-2-12 2-3-15 32-2-12 2-0-0 36-0-0 3-9-4 1-0-0 4-9-8 8-0-0 3-8-0 4-9-8 4.00 12 Plate Offsets (X,Y): [2:0-8-5,Edge] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.90 0.89 0.65 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.68 0.14 (loc) 17-19 17-19 12 l/defl >999 >634 n/a L/d 240 180 n/a PLATES MT20 Weight: 180 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF-S 1650F 1.6E *Except* 9-10,10-11: 2x4 SPF No.2, 1-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 7-17,7-15: 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 4-1-14 BRACING TOP CHORD Sheathed or 2-11-6 oc purlins, except end verticals, and 2-0-0 oc purlins (5-7-5 max.): 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1554/0-3-8 (min. 0-2-7), 12=1431/Mechanical Max Horz 2=90(LC 7) Max Uplift2=-148(LC 7), 12=-62(LC 6) Max Grav 2=1554(LC 1), 12=1569(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2944/159, 4-6=-2807/229, 6-7=-2160/169, 7-8=-1893/132, 8-9=-1645/106, 9-10=-1061/89, 10-11=-1166/80, 11-12=-1530/81 BOT CHORD 2-19=-164/2635, 17-19=-124/2300, 15-17=-25/1626, 14-15=-88/1775, 13-14=-70/1553 WEBS 6-19=-55/457, 6-17=-695/173, 7-17=-48/869, 7-15=-29/309, 8-14=-553/48, 9-14=-1/581, 9-13=-1155/25, 11-13=-51/1463 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 12 except (jt=lb) 2=148. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 36-0-0 1-9-4 -1-11-4 1-11-4 7-11-4 7-11-4 14-1-3 6-1-15 21-0-0 6-10-13 27-10-13 6-10-13 32-2-12 4-3-15 34-2-12 2-0-0 36-0-0 1-9-4 1-0-0 4-1-8 8-0-0 3-8-0 4-1-8 4.00 12 Plate Offsets (X,Y): [2:0-8-5,Edge] LOADING (psf) TCLL (Roof Snow=20.0) 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) 1.00 0.89 0.75 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.69 0.14 (loc) 17-19 17-19 12 l/defl >999 >622 n/a L/d 240 180 n/a PLATES MT20 Weight: 178 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S 1650F 1.6E, 1-5: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 7-17,7-15: 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 4-1-14 BRACING TOP CHORD Sheathed, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1554/0-3-8 (min. 0-2-7), 12=1431/Mechanical Max Horz 2=90(LC 7) Max Uplift2=-148(LC 7), 12=-62(LC 6) Max Grav 2=1554(LC 1), 12=1562(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2945/158, 4-6=-2807/228, 6-7=-2159/170, 7-8=-1925/131, 8-9=-1439/101, 9-10=-557/61, 10-11=-606/59, 11-12=-1508/78 BOT CHORD 2-19=-164/2635, 17-19=-124/2299, 15-17=-25/1627, 14-15=-91/1807, 13-14=-60/1307 WEBS 6-19=-54/449, 6-17=-696/173, 7-17=-51/867, 7-15=-26/331, 8-14=-772/52, 9-14=0/746, 9-13=-1553/26, 11-13=-60/1376 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 12 except (jt=lb) 2=148. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015 6-10-13 27-10-13 6-10-13 34-2-12 6-3-15 36-0-0 1-9-4 1-0-0 8-0-0 3-5-8 4.00 12 Plate Offsets (X,Y): [18:0-3-0,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) 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) 0.95 0.85 0.99 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.69 0.11 (loc) 15-17 15-17 11 l/defl >999 >621 n/a L/d 240 180 n/a PLATES MT20 Weight: 160 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 6-15,6-13,2-18: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 2-6-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-14 max.): 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 11=1425/Mechanical, 18=1557/0-3-8 (min. 0-2-7) Max Horz 18=110(LC 7) Max Uplift11=-61(LC 6), 18=-152(LC 7) Max Grav 11=1574(LC 17), 18=1557(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2885/155, 3-5=-2862/227, 5-6=-2132/170, 6-7=-1958/130, 7-9=-1015/82, 9-10=-909/39, 10-11=-1618/24, 2-18=-1483/189 BOT CHORD 17-18=-119/436, 15-17=-122/2264, 13-15=-16/1617, 12-13=-91/1845 WEBS 3-17=-387/151, 5-17=-52/523, 5-15=-671/171, 6-15=-53/835, 6-13=-26/373, 7-12=-1278/79, 9-12=-600/97, 10-12=-27/1850, 2-17=-47/2240 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 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) 11 except (jt=lb) 18=152. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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 parameters 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 02/16/2015 BEFORE USE. March 13,2015