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HomeMy WebLinkAboutLegacy Prairie 1803 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 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 01 07:56:24 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:bGeFAYaFjKIpKe8hqe4aIpzZg4n-72jR7g1nHIs52XVMdElf2DgZOoGdIlnmtYuqkDyXrS5 Scale = 1:69.0 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 183x6 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 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 theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, 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 Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information 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 Job 1500342 Truss AT Truss Type SPECIAL Qty 3 Ply 1 EDINBURGH A Job Reference (optional) I25007525 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 01 07:56:24 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 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 19 203x6 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 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 theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, 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 Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information 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 Job 1500342 Truss AT1 Truss Type SPECIAL Qty 3 Ply 1 EDINBURGH A Job Reference (optional) I25007526 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 01 07:56:26 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 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 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 theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, 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 Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information 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 Job 1500342 Truss AT2 Truss Type SPECIAL Qty 3 Ply 1 EDINBURGH A Job Reference (optional) I25007527 7.640 s Sep 29 2015 MiTek Industries, Inc. Thu Oct 01 07:56:27 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 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 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 theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, 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 Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information 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 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 0 2 / 1 6 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S