The URL can be used to link to this page

Home My WebLink AboutLegacy Prairie 501 truss detailsRe: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI-1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek’s customer’s file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 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. Liu, Xuegang TALBOTT II C Pages or sheets covered by this seal: I24811472 thru I24811482 My license renewal date for the state of Indiana is July 31, 2016. 1500313 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 MiTek USA, Inc. September 1,2015 Job 1500313 Truss A Truss Type COMMON Qty 6 Ply 1 TALBOTT II C Job Reference (optional) I24811472 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:49 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-ncKfkLKRslKue2eVQmABK1CtSNP2lOuV15HT?nyi08O Scale = 1:69.2 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 3x6 17 18 5x6 3x6 6x6 3x6 3x8 3x4 3x4 2x4 3x4 3x4 2x4 6x6 3x6 9-7-1 9-7-1 19-0-0 9-4-15 28-4-15 9-4-15 38-0-0 9-7-1 -0-11-4 0-11-4 6-5-6 6-5-6 12-8-11 6-3-5 19-0-0 6-3-5 25-3-5 6-3-5 Job 1500313 Truss AG Truss Type GABLE Qty 1 Ply 1 TALBOTT II C Job Reference (optional) I24811473 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:51 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-k?SP91MhOMactMouYBCfPSHNMBH1DKYoVPma3fyi08M Scale = 1:70.5 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 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 30 31 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 3938 37 36 35 34 33 32 3x6 5x6 3x6 3x8 3x6 3x8 3x6 38-0-0 38-0-0 -0-11-4 0-11-4 19-0-0 Job 1500313 Truss B Truss Type SPECIAL Qty 5 Ply 1 TALBOTT II C Job Reference (optional) I24811474 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:52 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-CB0oMNMJ9giSVWM46ukuyfqNLbO0yfNxj2W7c6yi08L Scale = 1:73.6 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 8x8 8x8 4x9 2x4 4x9 3x4 6x14 2x4 2x4 3x6 2x4 4x9 3x4 2x4 2x4 4x9 5x9 10x10 3x8 6x12 2-3-8 2-3-8 7-4-4 5-0-12 12-5-0 5-0-12 19-0-0 6-7-0 28-7-8 Job 1500313 Truss CG Truss Type GABLE Qty 1 Ply 1 TALBOTT II C Job Reference (optional) I24811475 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:52 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-CB0oMNMJ9giSVWM46ukuyfqY1bddypfxj2W7c6yi08L Scale = 1:25.1 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 10 9 8 11 12 4x6 3x6 2x4 2x4 3x6 2x4 2x4 2x4 7-5-0 7-5-0 -0-11-4 0-11-4 3-8-8 3-8-8 7-5-0 3-8-8 8-4-4 0-11-4 0-7-15 3-9-0 0-7-15 10.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Job 1500313 Truss CGR Truss Type COMMON Qty 1 Ply 2 TALBOTT II C Job Reference (optional) I24811476 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:53 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-gNaAZiNxw_qJ7fxHfcF7VtNip?prh5f4yiFg8Yyi08K Scale = 1:25.8 1 2 3 4 5 6 7 8 9 10 4x6 4x6 3x10 4x6 HUS26 HUS26 HUS26 HUS26 3-8-8 3-8-8 7-5-0 3-8-8 3-8-8 3-8-8 7-5-0 3-8-8 0-7-15 3-9-0 0-7-15 10.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-0-7], [3:Edge,0-0-7] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO Job 1500313 Truss CGR Truss Type COMMON Qty 1 Ply 2 TALBOTT II C Job Reference (optional) I24811476 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:53 2015 Page 2 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-gNaAZiNxw_qJ7fxHfcF7VtNip?prh5f4yiFg8Yyi08K LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-1553(B) 8=-1553(B) 9=-1553(B) 10=-1553(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 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 1500313 Truss V1 Truss Type GABLE Qty 1 Ply 1 TALBOTT II C Job Reference (optional) I24811477 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:53 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-gNaAZiNxw_qJ7fxHfcF7VtNjU?y6hGc4yiFg8Yyi08K Scale = 1:37.1 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 3x4 17 16 15 14 13 12 11 10 4x6 3x4 3x4 14-1-12 14-1-12 7-0-14 7-0-14 14-1-12 7-0-14 5-10-12 10.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 Job 1500313 Truss V2 Truss Type VALLEY Qty 1 Ply 1 TALBOTT II C Job Reference (optional) I24811478 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:54 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-8a8Yn2OZhHyAkpWTDJmM14vpWOEkQiyEBM?Eg_yi08J Scale: 3/8"=1’ 1 2 3 4 5 6 3x6 4x6 3x6 2x4 11-8-15 11-8-15 5-10-8 5-10-8 11-8-15 5-10-8 4-10-12 10.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.45 Job 1500313 Truss V3 Truss Type VALLEY Qty 1 Ply 1 TALBOTT II C Job Reference (optional) I24811479 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:54 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-8a8Yn2OZhHyAkpWTDJmM14vrHOGlQjmEBM?Eg_yi08J Scale = 1:27.1 1 2 3 4 5 6 2x8 4x6 2x8 2x4 9-4-2 9-4-2 4-8-1 4-8-1 9-4-2 4-8-1 3-10-12 10.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.27 Job 1500313 Truss V4 Truss Type VALLEY Qty 1 Ply 1 TALBOTT II C Job Reference (optional) I24811480 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:55 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-cmhw_OPBSb51Mz5fn1HbaIS0oodG9ARNP0knCRyi08I Scale = 1:20.9 1 2 3 4 2x4 4x6 2x4 2x4 6-11-6 6-11-6 3-5-11 3-5-11 6-11-6 3-5-11 2-10-12 10.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.18 0.03 Job 1500313 Truss V5 Truss Type VALLEY Qty 1 Ply 1 TALBOTT II C Job Reference (optional) I24811481 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:55 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-cmhw_OPBSb51Mz5fn1HbaIS3Zobq9AzNP0knCRyi08I Scale = 1:12.5 1 2 3 2x4 3x4 2x4 4-6-9 4-6-9 2-3-4 2-3-4 4-6-9 2-3-4 1-10-12 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.28 0.00 DEFL. Job 1500313 Truss V6 Truss Type VALLEY Qty 1 Ply 1 TALBOTT II C Job Reference (optional) I24811482 Timberland Lumber Company, Indianapolis, IN 46222 7.630 s Jul 28 2015 MiTek Industries, Inc. Tue Sep 01 11:35:56 2015 Page 1 ID:zrnD?hJQ8196XrjEltqqBiyi1AM-4yFICkPqDvDu_7gsLkoq6V?FlC?oudDXegUKltyi08H Scale = 1:7.4 1 2 3 2x4 3x4 2x4 2-1-12 2-1-12 1-0-14 1-0-14 2-1-12 1-0-14 0-10-12 10.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.01 0.04 0.00 DEFL. edge of truss. / 16 " from outside 1 0 - PRODUCT CODE APPROVALS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7 W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 5 4 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING LATERAL BRACING LOCATION Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. 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 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-12 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=54/2-1-12, 3=54/2-1-12 Max Uplift1=-7(LC 4), 3=-7(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; 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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. 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. September 1,2015 Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-9 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=150/4-6-9, 3=150/4-6-9 Max Uplift1=-19(LC 6), 3=-19(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 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) 1, 3. 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. 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. September 1,2015 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 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. (lb/size) 1=140/6-11-6, 3=140/6-11-6, 4=212/6-11-6 Max Uplift1=-35(LC 6), 3=-35(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 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) 1, 3. 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. 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. September 1,2015 0.20 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 27 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 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. (lb/size) 1=180/9-4-2, 3=180/9-4-2, 4=324/9-4-2 Max Uplift1=-32(LC 6), 3=-32(LC 6), 4=-3(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 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) 1, 3, 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. 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. September 1,2015 0.33 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 35 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 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. (lb/size) 1=230/11-8-15, 3=230/11-8-15, 4=415/11-8-15 Max Uplift1=-38(LC 6), 3=-38(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 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) 1, 3. 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. 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. September 1,2015 CSI. TC BC WB (Matrix) 0.08 0.10 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 63 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 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 14-1-12. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 15, 16, 17, 12, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 13, 15, 16, 17, 12, 11, 10 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; 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 16, 17, 12, 11, 10. 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. TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. 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. September 1,2015 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.69 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.01 (loc) 1-4 1-4 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 64 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 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. REACTIONS. (lb/size) 1=3228/0-3-8, 3=3555/0-3-8 Max Uplift1=-102(LC 6), 3=-110(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-2725/75, 2-5=-2611/87, 2-6=-2611/87, 3-6=-2725/75 BOT CHORD 1-7=-0/1948, 7-8=-0/1948, 4-8=-0/1948, 4-9=-0/1948, 9-10=-0/1948, 3-10=-0/1948 WEBS 2-4=-28/3430 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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; 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 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 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) 1=102, 3=110. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use USP HUS26 (With 16d nails into Girder & 16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-10-12 from the left end to 6-10-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) 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, 2-3=-60, 1-3=-20 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. September 1,2015 Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.05 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 32 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 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 7-5-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 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; 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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. September 1,2015 9-7-8 35-8-8 7-1-0 38-0-0 2-3-8 -0-11-4 0-11-4 2-3-8 2-3-8 7-4-4 5-0-12 12-5-0 5-0-12 19-0-0 6-7-0 23-9-12 4-9-12 28-7-8 4-9-12 35-8-8 7-1-0 38-0-0 2-3-8 38-11-4 0-11-4 0-6-6 10-0-6 0-6-6 1-0-0 6.00 12 Plate Offsets (X,Y)-- [2:0-1-2,0-1-0], [2:0-8-0,0-0-0], [3:0-3-8,Edge], [8:0-8-0,Edge], [8:0-1-2,0-1-0], [11:0-8-12,0-3-12], [16:0-4-8,0-2-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.81 0.99 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.40 -1.24 0.73 (loc) 12-13 12-13 9 l/defl >999 >358 n/a L/d 240 180 n/a PLATES MT20 Weight: 210 lb FT = 0% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3,7-9: 2x8 SP 2250F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 2-18,8-10: 2x4 SPF Stud/No.3, 8-11: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF Stud/No.3 *Except* 5-16,5-13,6-13,11-13: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-17. WEBS 1 Row at midpt 6-13 spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1480/0-3-8, 9=1481/Mechanical Max Uplift1=-190(LC 6), 9=-190(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-826/124, 2-3=-3286/424, 3-4=-2598/399, 4-19=-2600/494, 5-19=-2509/525, 5-6=-1684/349, 6-7=-3179/533, 7-8=-3075/411, 8-9=-827/124 BOT CHORD 2-17=-311/3082, 16-17=-305/3081, 8-11=-264/2809 WEBS 4-16=-432/193, 7-11=-765/232, 3-16=-945/153, 13-16=-8/1404, 5-16=-274/1407, 5-13=-43/553, 6-13=-899/215, 11-13=-118/1821, 6-11=-208/1422 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; 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 basic load combinations, which include cases with reductions for multiple concurrent 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=190, 9=190. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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. September 1,2015 19-0-0 38-0-0 19-0-0 38-11-4 0-11-4 0-6-6 10-0-6 0-6-6 6.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [29:0-0-0,0-0-0], [30:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.08 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.01 (loc) 31 31 30 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 248 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 *Except* 16-45,15-46,14-47,17-44,18-43: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 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 16-45, 15-46, 14-47, 17-44, 18-43 spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 38-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 2, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 30 Max Grav All reactions 250 lb or less at joint(s) 2, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 30 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; 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 30. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 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. September 1,2015 31-6-10 6-3-5 38-0-0 6-5-6 38-11-4 0-11-4 0-6-6 10-0-6 0-6-6 6.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-2], [10:Edge,0-3-2] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.72 0.88 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.64 0.16 (loc) 2-16 2-16 10 l/defl >999 >712 n/a L/d 240 180 n/a PLATES MT20 Weight: 153 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* 6-14,7-14,5-14: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1573/0-3-8, 10=1573/Mechanical Max Uplift2=-236(LC 6), 10=-236(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2712/385, 3-4=-2474/355, 4-5=-2320/372, 5-17=-1750/316, 6-17=-1659/346, 6-18=-1659/346, 7-18=-1750/316, 7-8=-2320/372, 8-9=-2474/355, 9-10=-2712/385 BOT CHORD 2-16=-252/2329, 15-16=-133/1940, 14-15=-133/1940, 13-14=-133/1940, 12-13=-133/1940, 10-12=-252/2329 WEBS 6-14=-171/1138, 7-14=-754/193, 7-12=-3/512, 9-12=-279/170, 5-14=-754/193, 5-16=-3/512, 3-16=-279/170 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; 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 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) except (jt=lb) 2=236, 10=236. 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. 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. September 1,2015