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Home My WebLink AboutPrairie at Legacy 1202 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 EDINBURGH A Pages or sheets covered by this seal: I25007524 thru I25007527 My license renewal date for the state of Indiana is July 31, 2016. 1500342 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 MiTek USA, Inc. October 1,2015 Job 1500342 Truss A Truss Type COMMON Qty 4 Ply 1 EDINBURGH A Job Reference (optional) I25007524 Timberland Lumber Company, Indianapolis, IN 46222 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 01 07:56:24 2015 Page 1 ID:bGeFAYaFjKIpKe8hqe4aIpzZg4n-72jR7g1nHIs52XVMdElf2DgZOoGdIlnmtYuqkDyXrS5 Scale = 1:69.0 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 18 3x6 5x6 3x6 6x6 3x6 3x8 3x4 3x4 2x4 3x4 3x4 2x4 6x6 3x6 10-1-1 10-1-1 20-0-0 9-10-15 29-10-15 9-10-15 40-0-0 10-1-1 -0-11-4 0-11-4 6-9-6 6-9-6 13-4-11 6-7-5 20-0-0 6-7-5 26-7-5 Job 1500342 Truss AT Truss Type SPECIAL Qty 3 Ply 1 EDINBURGH A Job Reference (optional) I25007525 Timberland Lumber Company, Indianapolis, IN 46222 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 01 07:56:24 2015 Page 1 ID:bGeFAYaFjKIpKe8hqe4aIpzZg4n-72jR7g1nHIs52XVMdElf2DgZgoF6IeAmtYuqkDyXrS5 Scale = 1:73.8 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 3x6 19 20 5x6 8x8 6x6 3x6 2x4 2x4 7x12 8x8 4x9 2x4 4x9 3x4 2x4 3x4 6x10 3x6 3x6 9-6-14 9-6-14 20-0-0 10-5-2 28-4-8 8-4-8 37-2-8 8-10-0 40-0-0 2-9-8 -0-11-4 0-11-4 6-9-6 6-9-6 Job 1500342 Truss AT1 Truss Type SPECIAL Qty 3 Ply 1 EDINBURGH A Job Reference (optional) I25007526 Timberland Lumber Company, Indianapolis, IN 46222 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 01 07:56:26 2015 Page 1 ID:bGeFAYaFjKIpKe8hqe4aIpzZg4n-4RrCYL21ov6pHreklfo77elsQcySmZH3LsNxo5yXrS3 Scale = 1:77.6 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 20 21 8x8 5x6 8x8 4x9 2x4 8x8 2x4 3x6 2x4 7x12 8x8 4x9 2x4 4x9 6x14 6x10 3x8 3x6 2x8 6x8 2-9-8 2-9-8 10-9-0 7-11-8 20-0-0 9-3-0 28-4-8 8-4-8 37-2-8 8-10-0 40-0-0 Job 1500342 Truss AT2 Truss Type SPECIAL Qty 3 Ply 1 EDINBURGH A Job Reference (optional) I25007527 Timberland Lumber Company, Indianapolis, IN 46222 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 01 07:56:27 2015 Page 1 ID:bGeFAYaFjKIpKe8hqe4aIpzZg4n-YdPalh3gZDEgv?DxJMJMfrI4V0IeV09CZW7ULYyXrS2 Scale = 1:77.5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 8x8 5x6 3x6 4x9 2x4 8x8 2x4 3x6 6x12 6x10 3x8 3x8 3x6 2x4 6x6 3x6 2-9-8 2-9-8 10-9-0 7-11-8 20-0-0 9-3-0 30-1-10 10-1-10 40-0-0 9-10-6 -0-11-4 0-11-4 2-9-8 2-9-8 10-9-0 7-11-8 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 15-4-8 4-7-8 20-0-0 4-7-8 26-7-5 6-7-5 33-2-10 6-7-5 40-0-0 6-9-6 40-11-4 0-11-4 0-6-6 10-6-6 0-6-6 1-0-0 6.00 12 Plate Offsets (X,Y)-- [2:0-2-9,0-4-0], [9:Edge,0-3-2], [16:0-7-0,0-3-12] 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) 0.81 0.94 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.34 -1.09 0.51 (loc) 2-16 2-16 9 l/defl >999 >432 n/a L/d 240 180 n/a PLATES MT20 Weight: 198 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x8 SP 2250F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 2-17: 2x4 SPF Stud/No.3, 2-16: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 3-15,4-16,6-11,8-11: 2x4 SPF Stud/No.3 WEDGE Right: 2x4 SPF Stud/No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-14, 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1585/0-3-8, 9=1643/0-3-8 Max Horz 1=-13(LC 6) Max Uplift1=-192(LC 6), 9=-245(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-856/140, 2-3=-3144/411, 3-18=-3223/517, 4-18=-3108/540, 4-5=-1793/369, 5-19=-1725/360, 6-19=-1821/329, 6-7=-2449/397, 7-8=-2614/378, 8-9=-2852/402 BOT CHORD 2-16=-232/2828, 13-14=-140/2019, 12-13=-140/2019, 11-12=-140/2019, 9-11=-265/2452 WEBS 3-16=-777/246, 14-16=-98/1926, 4-16=-212/1445, 4-14=-982/216, 5-14=-199/1224, 6-14=-777/211, 6-11=-14/549, 8-11=-299/180 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) 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 192 lb uplift at joint 1 and 245 lb uplift at joint 9. 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. October 1,2015 2-9-8 -0-11-4 0-11-4 2-9-8 2-9-8 10-9-0 7-11-8 15-4-8 4-7-8 20-0-0 4-7-8 24-2-4 4-2-4 28-4-8 4-2-4 32-9-8 4-5-0 37-2-8 4-5-0 40-0-0 2-9-8 40-11-4 0-11-4 0-6-6 10-6-6 0-6-6 1-0-0 6.00 12 Plate Offsets (X,Y)-- [2:0-2-9,0-4-0], [10:0-1-15,0-4-0], [13:0-4-4,0-4-12], [18:0-7-0,0-3-12] 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) 0.96 0.93 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.36 -1.14 0.73 (loc) 2-18 2-18 11 l/defl >999 >414 n/a L/d 240 180 n/a PLATES MT20 Weight: 248 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3,9-11: 2x8 SP 2250F 1.8E, 7-9: 2x8 SP No.2 BOT CHORD 2x4 SPF No.2 *Except* 2-19,10-12: 2x4 SPF Stud/No.3, 2-18: 2x4 SP 2400F 2.0E 10-13: 2x6 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 7-14: 2x6 SPF No.2, 15-18,4-15,5-15,6-15: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1574/0-3-8, 11=1572/0-3-8 Max Uplift1=-192(LC 6), 11=-193(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-850/129, 2-3=-3113/413, 3-20=-3190/519, 4-20=-3075/542, 4-5=-1764/368, 5-6=-1761/370, 6-21=-2779/509, 7-21=-2882/497, 7-8=-3008/438, 8-9=-3654/538, 9-10=-3720/515, 10-11=-848/129 BOT CHORD 2-18=-248/2799, 14-15=-19/284, 10-13=-409/3492 WEBS 3-18=-771/247, 15-18=-112/1905, 4-18=-214/1433, 4-15=-967/222, 5-15=-228/1261, 13-15=-90/1644, 6-15=-946/217, 6-13=-188/1180, 8-13=-1068/232 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) Bearing at joint(s) 1, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 1 and 193 lb uplift at joint 11. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) 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. October 1,2015 13-4-11 6-7-5 20-0-0 6-7-5 24-2-4 4-2-4 28-4-8 4-2-4 33-0-0 4-7-8 37-2-8 4-2-8 40-0-0 2-9-8 40-11-4 0-11-4 0-6-6 10-6-6 0-6-6 1-0-0 6.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-2], [10:0-1-15,0-4-0], [13:0-4-0,0-3-8], [15:0-4-8,0-2-8] 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) 0.79 0.99 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.80 0.38 (loc) 15-18 15-18 11 l/defl >999 >593 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb FT = 0% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 9-11: 2x8 SP 2250F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 10-13,11-12: 2x6 SPF No.2, 10-12: 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 *Except* 5-15,6-15,7-15: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-15, 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=1642/0-3-8, 11=1583/0-3-8 Max Horz 2=16(LC 6) Max Uplift2=-245(LC 6), 11=-194(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2854/399, 3-4=-2628/368, 4-5=-2466/400, 5-19=-1820/329, 6-19=-1722/361, 6-7=-1784/373, 7-20=-2831/514, 8-20=-2904/495, 8-9=-2962/431, 9-10=-3658/540, 10-11=-821/125 BOT CHORD 2-18=-278/2453, 17-18=-160/2024, 16-17=-160/2024, 15-16=-160/2024, 10-13=-416/3424 WEBS 3-18=-290/177, 5-18=-14/557, 5-15=-778/212, 6-15=-204/1236, 7-15=-989/213, 13-15=-110/1878, 7-13=-193/1196, 9-13=-966/233 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) Bearing at joint(s) 11 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 245 lb uplift at joint 2 and 194 lb uplift at joint 11. 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. October 1,2015 6-7-5 33-2-10 6-7-5 40-0-0 6-9-6 40-11-4 0-11-4 0-6-6 10-6-6 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) 0.80 0.96 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.76 0.18 (loc) 10-12 10-12 10 l/defl >999 >624 n/a L/d 240 180 n/a PLATES MT20 Weight: 161 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 2-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1653/0-3-8, 10=1653/0-3-8 Max Uplift2=-246(LC 6), 10=-246(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2867/407, 3-4=-2615/361, 4-5=-2453/393, 5-17=-1846/333, 6-17=-1750/365, 6-18=-1750/365, 7-18=-1846/333, 7-8=-2453/393, 8-9=-2615/361, 9-10=-2867/407 BOT CHORD 2-16=-269/2465, 15-16=-142/2049, 14-15=-142/2049, 13-14=-142/2049, 12-13=-142/2049, 10-12=-269/2465 WEBS 6-14=-180/1202, 7-14=-796/204, 7-12=-5/543, 9-12=-300/180, 5-14=-796/204, 5-16=-5/543, 3-16=-300/180 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 2 and 246 lb uplift at joint 10. 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. October 1,2015