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HomeMy WebLinkAboutLegacy Ridge 59 truss detailsRe: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Timberland Home Center-Brazil, IN. Liu, Xuegang BROOKSTONE C STANDARD Pages or sheets covered by this seal: I23659159 thru I23659204 My license renewal date for the state of Indiana is July 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. E1201129-OPT 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 MiTek USA, Inc. February 12,2015 Job E1201129-OPT Truss A Truss Type COMMON Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659159 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:48 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:vfJf3QDkqatjv4ULCqwvjVyeNLO-8J5viR2QXgv1pz_9L4bihYK63maMuWjnYuCT4VzmAbH Scale = 1:67.2 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 4x6 5x6 3x4 3x8 5x6 3x4 2x4 5x6 3x4 2x4 5x6 3x4 8-4-3 8-4-3 16-6-0 8-1-13 24-7-13 8-1-13 33-0-0 8-4-3 -0-11-4 0-11-4 5-5-14 5-5-14 11-1-15 5-8-1 16-6-0 5-4-1 21-10-1 5-4-1 27-6-2 5-8-1 33-0-0 5-5-14 33-11-4 0-11-4 0- 6 - 6 10 - 1 - 1 4 0- 6 - 6 7.00 12 Plate Offsets (X,Y): [4:0-3-0,0-3-0], [6:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.41 0.65 0.24 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.37 0.11 (loc) 2-14 2-14 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 141 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* 5-12,6-12,4-12: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-12, 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1373/0-3-8 (min. 0-2-2), 8=1373/0-3-8 (min. 0-2-2) Max Horz 2=-230(LC 5) Max Uplift2=-94(LC 7), 8=-94(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2110/125, 3-4=-1918/135, 4-5=-1364/157, 5-6=-1364/157, 6-7=-1918/136, 7-8=-2110/125 BOT CHORD 2-14=-127/1731, 12-14=-33/1435, 10-12=0/1435, 8-10=-26/1731 WEBS 5-12=-70/996, 6-12=-606/155, 6-10=-2/432, 4-12=-606/155, 4-14=-2/432 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at joint 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss AGE Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659160 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:49 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:vfJf3QDkqatjv4ULCqwvjVyeNLO-cVfHwn22I_1tR7ZLvn6xEmtMR92bd_ewnYy0cyzmAbG Scale = 1:68.3 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 48 47 46 45 44 43 42 41 40 39 3837 36 35 3433 32 31 30 29 28 27 26 49 50 4x6 3x4 3x8 5x6 WB 3x4 3x8 5x6 WB 5x6 5x6 33-0-0 33-0-0 -0-11-4 0-11-4 16-6-0 16-6-0 33-0-0 16-6-0 33-11-4 0-11-4 0- 6 - 6 10 - 1 - 1 4 0- 6 - 6 7.00 12 Plate Offsets (X,Y): [2:0-0-0,0-0-11], [2:0-2-5,Edge], [9:0-3-0,0-3-0], [17:0-3-0,0-3-0], [24:0-0-0,0-0-11], [24:0-2-5,Edge], [35:0-3-0,0-0-4], [39:0-3-0,0-0-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.11 0.08 0.14 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.00 0.01 (loc) 25 25 24 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 218 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* 13-37,12-38,11-40,14-36,15-34: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 13-37, 12-38, 11-40, 14-36, 15-34 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 33-0-0. (lb) - Max Horz 2=-230(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 34, 33, 32, 31, 30, 29, 28, 27, 26 Max Grav All reactions 250 lb or less at joint(s) 2, 24, 37, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 36, 34, 33, 32, 31, 30, 29, 28, 27, 26 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) All plates are 2x4 MT20 unless otherwise indicated. 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, 38, 40, 41, 42, 43, 44, 45, 46, 47, 48, 34, 33, 32, 31, 30, 29, 28, 27, 26. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss AT Truss Type SPECIAL Qty 4 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659161 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:50 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:vfJf3QDkqatjv4ULCqwvjVyeNLO-4hDg763g3I9k2H8XSVdAmzPM7ZCMMKs3?Cha8OzmAbF Scale = 1:67.6 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 1 21 22 6x8 4x9 2x4 3x4 2x4 4x9 3x4 3x10 5x9 5x6 3x4 2x4 5x6 2x8 2x4 2x8 3x6 2-3-8 2-3-8 6-9-14 4-6-6 8-7-8 1-9-10 13-9-8 5-2-0 16-6-0 2-8-8 24-8-0 8-2-0 33-0-0 8-4-0 2-3-8 2-3-8 6-9-14 4-6-6 11-1-15 4-4-1 13-9-8 2-7-9 16-6-0 2-8-8 21-10-1 5-4-1 27-6-2 5-8-1 33-0-0 5-5-14 33-11-4 0-11-4 0- 6 - 6 10 - 1 - 1 4 0- 6 - 6 1- 0 - 0 7.00 12 Plate Offsets (X,Y): [2:0-4-8,0-1-11], [3:0-3-8,0-3-0], [6:0-3-0,0-3-0], [14:0-3-3,0-2-0], [20:0-4-0,0-0-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.82 0.88 0.59 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.48 0.28 (loc) 14-15 14-15 8 l/defl >999 >824 n/a L/d 240 180 n/a PLATES MT20 Weight: 168 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* 13-14,18-19: 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 *Except* 5-14,5-12,6-12: 2x4 SPF No.2 WEDGE Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14,12-13. WEBS 1 Row at midpt 5-12, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)8=1375/0-3-8 (min. 0-2-2), 1=1311/0-3-8 (min. 0-1-15) Max Horz 1=-234(LC 5) Max Uplift8=-95(LC 8), 1=-58(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-549/122, 2-3=-2571/129, 3-4=-2346/169, 4-5=-1710/176, 5-6=-1365/159, 6-7=-1922/136, 7-8=-2113/125 BOT CHORD 2-16=-122/2323, 15-16=-121/2329, 14-15=-37/1679, 10-12=0/1436, 8-10=-26/1734 WEBS 4-14=-700/164, 12-14=0/1190, 5-14=-97/1117, 6-12=-600/153, 6-10=-0/439, 3-15=-682/115, 4-15=-49/682 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 1 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 100 lb uplift at joint(s) 8, 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss B Truss Type COMMON Qty 7 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659162 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:51 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Nrt1HmEMbu?aWE2XmYR8FiyeNLN-Yum2LS4IqbHbgRjj0C8PJByXPzaK5s7DEsR7hqzmAbE Scale = 1:70.4 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 3x4 4x6 3x4 5x6 3x6 3x8 3x4 3x4 2x4 3x4 3x4 2x4 5x6 3x6 7-8-6 7-8-6 17-6-0 9-9-10 27-3-10 9-9-10 35-0-0 7-8-6 -0-11-4 0-11-4 4-9-14 4-9-14 10-10-7 6-0-9 17-6-0 6-7-9 24-1-9 6-7-9 30-2-2 6-0-9 35-0-0 4-9-14 0- 6 - 6 10 - 8 - 1 4 0- 6 - 6 7.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.78 0.76 0.27 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.52 0.12 (loc) 13-15 13-15 10 l/defl >999 >806 n/a L/d 240 180 n/a PLATES MT20 Weight: 146 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* 6-13,7-13,5-13: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1454/0-3-8 (min. 0-2-5), 10=1387/Mechanical Max Horz 2=247(LC 6) Max Uplift2=-98(LC 7), 10=-64(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2282/129, 3-5=-2104/135, 5-6=-1477/161, 6-7=-1477/160, 7-9=-2110/140, 9-10=-2290/135 BOT CHORD 2-15=-150/1875, 13-15=-63/1591, 11-13=0/1593, 10-11=-60/1885 WEBS 6-13=-50/1014, 7-13=-648/177, 7-11=0/436, 5-13=-638/176, 5-15=0/434 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss BG Truss Type FINK Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659163 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:52 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Nrt1HmEMbu?aWE2XmYR8FiyeNLN-04KQYo5wbvPSIbHwawfesOVlVNxHqALMTWAgDGzmAbD Scale = 1:71.5 Sheet Front Right Option 10-8-0 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 32 31 30 29 28 27 26 25 24 23 22 41 40 35 33 36 34 37 38 39 42 433x4 4x6 3x8 3x4 4x9 4x6 3x4 3x4 5x6 3x4 3x8 3x4 5x6 7-11-7 7-11-7 16-0-9 8-1-2 24-4-0 8-3-7 35-0-0 10-8-0 -0-11-4 0-11-4 6-1-0 6-1-0 11-8-9 5-7-8 12-0-0 0-3-7 17-6-0 5-6-0 17-11-0 0-5-0 35-0-0 17-1-0 0- 6 - 6 10 - 8 - 1 4 0- 6 - 6 7.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [14:0-3-0,0-3-0], [21:0-0-0,0-0-15], [21:0-2-5,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.63 0.65 0.84 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.28 0.06 (loc) 2-32 2-32 21 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 210 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 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 4-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 33, 37, 40 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 11-3-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=247(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 26, 25, 24, 23, 22, 28 except 27=-301(LC 4) Max Grav All reactions 250 lb or less at joint(s) 26, 25, 24, 23, 22, 21 except 2=1134(LC 2), 28=1221(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1679/81, 3-5=-1509/127, 5-6=-428/52, 6-7=-369/55, 7-8=-344/76, 8-9=-326/97, 9-10=-323/104, 10-11=-326/85, 11-12=-337/72, 12-13=-345/57, 13-14=-381/52, 14-15=-295/54, 15-16=-343/34, 16-17=-341/37, 17-18=-341/40, 18-19=-339/43, 19-20=-349/41, 20-21=-357/57 BOT CHORD 2-32=-95/1349, 30-32=-44/994, 28-30=0/1106, 27-28=-41/285, 26-27=-41/285, 25-26=-41/285, 24-25=-41/285, 23-24=-41/285, 22-23=-41/285, 21-22=-41/285 WEBS 5-41=-943/82, 40-41=-948/77, 35-40=-974/90, 33-35=-997/102, 33-36=-969/79, 34-36=-964/78, 34-37=-1004/89, 37-38=-1019/94, 38-39=-1045/100, 28-39=-1027/98, 3-32=-283/157, 5-32=-47/492, 5-30=0/406, 14-28=-497/164 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 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) 2, 26, 25, 24, 23, 22, 28 except (jt=lb) 27=301. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss BGE Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659164 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:53 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Nrt1HmEMbu?aWE2XmYR8FiyeNLN-UGuom85ZMDXJvks68dAtOc1sZnHmZg7WhAwEljzmAbC Scale = 1:69.8 Sheet Front Right Option 1-8-0 1 Ply 1/2 x 4 x 8 Duramate 2 3 4 5 6 7 8 9 15 14 13 12 11 10 1 25 26 6x8 4x6 3x4 4x9 2x8 3x4 3x6 4x9 3x6 4x9 3x4 3x4 5x6 2x8 2x8 2-3-8 2-3-8 6-9-14 4-6-6 13-9-8 6-11-10 21-2-1 7-4-9 27-11-2 6-9-2 33-4-0 5-4-14 35-0-0 1-8-0 2-3-8 2-3-8 6-9-14 4-6-6 11-3-10 4-5-12 16-2-9 4-10-14 17-6-0 1-3-7 23-5-8 5-11-8 31-3-1 7-9-9 35-0-0 3-8-15 0- 6 - 6 10 - 8 - 1 4 0- 6 - 6 1- 0 - 0 7.00 12 Plate Offsets (X,Y): [2:0-4-8,0-1-11], [9:Edge,0-2-9], [14:0-3-8,0-2-0], [19:0-4-0,0-0-4], [23:0-0-1,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.87 0.70 0.68 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.57 0.29 (loc) 15 14-15 9 l/defl >999 >725 n/a L/d 240 180 n/a PLATES MT20 Weight: 194 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x8 SP 2250F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 2-14: 2x4 SPF-S 1650F 1.6E, 13-14: 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 *Except* 5-14,5-12,18-19: 2x4 SPF No.2 WEDGE Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 2-8-7 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)9=1388/0-3-8 (min. 0-2-3), 1=1392/0-3-8 (min. 0-2-4) Max Horz 1=-242(LC 5) Max Uplift9=-64(LC 8), 1=-62(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-584/115, 2-3=-2772/124, 3-4=-2946/233, 4-5=-1899/198, 5-6=-1726/213, 6-8=-2132/145, 8-9=-2334/170 BOT CHORD 2-15=-131/2500, 14-15=-62/1827, 10-12=0/1568, 9-10=-110/1936 WEBS 3-15=-651/162, 4-14=-721/192, 12-14=0/1185, 5-14=-96/999, 5-12=-137/621, 6-12=-616/206, 6-10=-13/358, 4-15=-100/1050 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 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 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 100 lb uplift at joint(s) 9, 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss BGE1 Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659165 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:54 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Nrt1HmEMbu?aWE2XmYR8FiyeNLN-yTSAzU6B7WfAXuRIhKh6xpa2eAc0ICtfwqfnH9zmAbB Scale = 1:70.4 Sheet Front Right Option 1-1-1 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 21 22 3x4 3x4 3x6 3x4 3x4 4x6 5x6 5x6 3x8 3x4 3x4 3x6 7-8-6 7-8-6 17-6-0 9-9-10 27-3-10 9-9-10 33-10-15 6-7-5 35-0-0 1-1-1 -0-11-4 0-11-4 4-9-14 4-9-14 10-10-7 6-0-9 16-6-0 5-7-9 17-6-0 1-0-0 24-1-9 6-7-9 30-2-2 6-0-9 35-0-0 4-9-14 0- 6 - 6 10 - 8 - 1 4 0- 6 - 6 7.00 12 Plate Offsets (X,Y): [19:0-1-11,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.78 0.76 0.27 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.52 0.12 (loc) 13-15 13-15 10 l/defl >999 >806 n/a L/d 240 180 n/a PLATES MT20 Weight: 166 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* 7-13,6-13,5-13: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13, 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1454/0-3-8 (min. 0-2-5), 10=1387/Mechanical Max Horz 2=247(LC 6) Max Uplift2=-98(LC 7), 10=-64(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2282/129, 3-5=-2104/135, 5-6=-1477/161, 6-7=-1477/160, 7-9=-2110/140, 9-10=-2290/135 BOT CHORD 2-15=-150/1875, 13-15=-63/1591, 11-13=0/1593, 10-11=-60/1885 WEBS 7-13=-648/177, 7-11=0/436, 6-13=-50/1014, 5-13=-638/176, 5-15=0/434 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 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) 2, 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss BT Truss Type SPECIAL Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659166 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:54 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Nrt1HmEMbu?aWE2XmYR8FiyeNLN-yTSAzU6B7WfAXuRIhKh6xpa1IAd?I6NfwqfnH9zmAbB Scale = 1:72.6 2 3 4 5 6 7 8 9 15 14 13 12 11 10 1 20 21 6x8 4x6 3x4 4x9 2x8 3x4 3x6 4x9 3x6 4x9 3x4 3x4 2x4 5x6 2x8 2x4 2x8 2-3-8 2-3-8 6-9-14 4-6-6 13-9-8 6-11-10 21-2-1 7-4-9 27-11-2 6-9-2 35-0-0 7-0-14 2-3-8 2-3-8 6-9-14 4-6-6 11-3-11 4-5-13 17-6-0 6-2-6 23-5-8 5-11-8 31-3-1 7-9-9 35-0-0 3-8-15 0- 6 - 6 10 - 8 - 1 4 0- 6 - 6 1- 0 - 0 7.00 12 Plate Offsets (X,Y): [2:0-4-8,0-1-11], [9:Edge,0-2-9], [14:0-3-8,0-2-0], [19:0-4-0,0-0-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.87 0.70 0.68 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.57 0.29 (loc) 15 14-15 9 l/defl >999 >725 n/a L/d 240 180 n/a PLATES MT20 Weight: 176 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x8 SP 2250F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 2-14: 2x4 SPF-S 1650F 1.6E, 13-14,17-18: 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 *Except* 5-14,5-12: 2x4 SPF No.2 WEDGE Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 2-8-7 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)9=1388/0-3-8 (min. 0-2-3), 1=1392/0-3-8 (min. 0-2-4) Max Horz 1=-242(LC 5) Max Uplift9=-64(LC 8), 1=-62(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-584/115, 2-3=-2772/124, 3-4=-2946/233, 4-5=-1899/198, 5-6=-1726/213, 6-8=-2132/145, 8-9=-2334/170 BOT CHORD 2-15=-131/2500, 14-15=-62/1827, 10-12=0/1568, 9-10=-110/1936 WEBS 3-15=-651/162, 4-14=-721/192, 12-14=0/1185, 5-14=-96/999, 5-12=-137/621, 6-12=-616/206, 6-10=-13/358, 4-15=-100/1050 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss C Truss Type COMMON Qty 9 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659167 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:55 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Nrt1HmEMbu?aWE2XmYR8FiyeNLN-Qf0ZAq7ptqn1920VF2DLT17ILa?b1fCp9UPLqbzmAbA Scale: 1/4"=1' 1 2 3 4 5 6 9 8 7 10 11 4x6 3x8 3x4 3x4 2x4 3x4 2x4 3x8 7-11-7 7-11-7 16-0-9 8-1-2 24-0-0 7-11-7 -0-11-4 0-11-4 6-6-9 6-6-9 12-0-0 5-5-7 17-5-7 5-5-7 24-0-0 6-6-9 0- 6 - 6 7- 6 - 6 0- 6 - 6 7.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [6:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.47 0.55 0.26 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.30 0.05 (loc) 6-7 6-7 6 l/defl >999 >936 n/a L/d 240 180 n/a PLATES MT20 Weight: 89 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 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 4-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1015/0-3-8 (min. 0-1-9), 6=947/0-3-8 (min. 0-1-8) Max Horz 2=173(LC 6) Max Uplift2=-78(LC 7), 6=-43(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1448/83, 3-4=-1306/150, 4-5=-1312/155, 5-6=-1432/87 BOT CHORD 2-9=-62/1151, 7-9=0/780, 6-7=0/1157 WEBS 4-7=-78/590, 5-7=-358/177, 4-9=-74/575, 3-9=-346/171 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss CGE Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659168 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:56 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-vraxOA8Re8vunCbhplka0EfZg_Sbm9lyO88uM2zmAb9 Scale = 1:48.6 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 1819 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 36 37 4x6 3x4 3x8 3x4 3x4 3x8 24-0-0 24-0-0 -0-11-4 0-11-4 12-0-0 12-0-0 24-0-0 12-0-0 24-11-4 0-11-4 0- 6 - 6 7- 6 - 6 0- 6 - 6 7.00 12 Plate Offsets (X,Y): [2:0-0-0,0-0-11], [2:0-2-5,Edge], [18:0-0-0,0-0-11], [18:0-2-5,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.11 0.05 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.00 0.00 (loc) 19 19 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 133 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 Sheathed 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 24-0-0. (lb) - Max Horz 2=-169(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 28, 30, 31, 32, 33, 34, 35, 26, 25, 24, 23, 22, 21, 20 Max Grav All reactions 250 lb or less at joint(s) 2, 18, 27, 28, 30, 31, 32, 33, 34, 35, 26, 25, 24, 23, 22, 21, 20 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) All plates are 2x4 MT20 unless otherwise indicated. 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, 28, 30, 31, 32, 33, 34, 35, 26, 25, 24, 23, 22, 21, 20. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss E Truss Type COMMON Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659169 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:57 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-N28JbW93PR1lOMAtNTFpZSCYBOeuVas5couRuUzmAb8 Scale = 1:69.4 1 2 3 4 5 67 10 9 8 11 12 4x6 4x12 5x9 2x4 2x4 4x12 10-0-0 10-0-0 20-0-0 10-0-0 -0-11-4 0-11-4 5-5-13 5-5-13 10-0-0 4-6-3 14-6-3 4-6-3 20-0-0 5-5-13 20-11-4 0-11-4 0- 1 0 - 8 10 - 1 0 - 8 0- 1 0 - 8 12.00 12 Plate Offsets (X,Y): [9:0-4-8,0-3-4], [10:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.89 0.69 0.25 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.46 0.02 (loc) 9-10 9-10 8 l/defl >999 >515 n/a L/d 240 180 n/a PLATES MT20 Weight: 88 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* 4-9: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)10=853/0-3-8 (min. 0-1-8), 8=853/0-3-8 (min. 0-1-8) Max Horz 10=256(LC 6) Max Uplift10=-53(LC 7), 8=-53(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-849/99, 3-4=-650/153, 4-5=-650/153, 5-6=-849/99, 2-10=-758/107, 6-8=-758/107 BOT CHORD 9-10=-73/507, 8-9=0/507 WEBS 4-9=-124/541 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss E1 Truss Type COMMON Qty 10 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659170 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:57 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-N28JbW93PR1lOMAtNTFpZSCZ?Oe2VZi5couRuUzmAb8 Scale = 1:69.4 1 2 3 4 5 8 7 6 9 10 4x12 4x6 4x12 5x9 2x4 2x4 10-0-0 10-0-0 20-0-0 10-0-0 5-5-13 5-5-13 10-0-0 4-6-3 14-6-3 4-6-3 20-0-0 5-5-13 0- 1 0 - 8 10 - 1 0 - 8 0- 1 0 - 8 12.00 12 Plate Offsets (X,Y): [1:0-3-8,Edge], [7:0-4-8,0-3-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.78 0.68 0.26 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.46 0.02 (loc) 7-8 7-8 6 l/defl >999 >519 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 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* 3-7: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)8=788/0-3-8 (min. 0-1-8), 6=788/0-3-8 (min. 0-1-8) Max Horz 8=-252(LC 5) Max Uplift8=-25(LC 8), 6=-25(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-851/99, 2-3=-654/153, 3-4=-654/153, 4-5=-851/99, 1-8=-688/76, 5-6=-688/76 BOT CHORD 7-8=-86/516, 6-7=0/516 WEBS 3-7=-126/544 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss EA Truss Type HIP Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659171 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:58 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-rEihps9hAl9c0Wl4wAm25flk6o?vE1LFrSd?RwzmAb7 Scale = 1:51.9 1 2 3 4 5 6 7 8 11 10 9 12 13 3x6 5x9 2x4 2x4 4x6 3x6 4x6 6x6 6x6 7-11-8 7-11-8 12-0-8 4-1-0 20-0-0 7-11-8 -0-11-4 0-11-4 4-2-2 4-2-2 7-11-8 3-9-6 12-0-8 4-1-0 15-9-14 3-9-6 20-0-0 4-2-2 20-11-4 0-11-4 0- 1 0 - 8 8- 7 - 1 4 8- 1 0 - 0 0- 1 0 - 8 8- 7 - 1 4 12.00 12 Plate Offsets (X,Y): [4:0-3-14,Edge], [5:0-3-14,Edge], [10:0-4-8,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.75 0.64 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.40 0.03 (loc) 10-11 10-11 9 l/defl >999 >577 n/a L/d 240 180 n/a PLATES MT20 Weight: 109 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SP 2400F 2.0E *Except* 4-5: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-10,6-10: 2x4 SPF Stud/No.3, 2-11,7-9: 2x10 SP No.2 BRACING TOP CHORD Sheathed or 5-7-1 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)11=849/0-3-8 (min. 0-2-2), 9=849/0-3-8 (min. 0-2-2) Max Horz 11=-210(LC 5) Max Uplift11=-58(LC 7), 9=-58(LC 8) Max Grav 11=1340(LC 17), 9=1340(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1259/72, 3-4=-883/93, 4-5=-594/97, 5-6=-883/93, 6-7=-1259/71, 2-11=-1240/108, 7-9=-1240/108 BOT CHORD 10-11=-110/702, 9-10=0/702 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 9. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss EB Truss Type HIP Qty 1 Ply 2 BROOKSTONE C STANDARD Job Reference (optional) I23659172 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:58 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-rEihps9hAl9c0Wl4wAm25flpzo_FE0KFrSd?RwzmAb7 Scale = 1:42.1 1 2 3 4 5 6 7 89 10 11 12 13 14 15 16 5x9 3x4 3x4 5x9 3x4 3x4 7x12 2x4 6x6 6x6 10-0-0 10-0-0 20-0-0 10-0-0 -0-11-4 0-11-4 6-0-0 6-0-0 10-0-0 4-0-0 14-0-0 4-0-0 20-0-0 6-0-0 20-11-4 0-11-4 0- 1 0 - 8 6- 8 - 6 6- 1 0 - 8 0- 1 0 - 8 6- 8 - 6 12.00 12 Plate Offsets (X,Y): [2:0-4-8,0-1-0], [4:0-3-14,Edge], [6:0-3-14,Edge], [8:0-4-9,0-1-0], [10:0-6-0,0-4-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.44 0.68 0.30 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.21 -0.37 0.02 (loc) 2-10 2-10 8 l/defl >999 >653 n/a L/d 240 180 n/a PLATES MT20 Weight: 201 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud/No.3 SLIDER Left 2x4 SPF Stud/No.3 4-1-14, Right 2x4 SPF Stud/No.3 4-1-14 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=1782/0-3-8 (min. 0-1-10), 8=1501/0-3-8 (min. 0-1-8) Max Horz 2=-150(LC 5) Max Uplift2=-394(LC 7), 8=-245(LC 8) Max Grav 2=2098(LC 17), 8=1817(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2050/375, 4-5=-2047/433, 5-6=-2047/433, 6-8=-2112/378 BOT CHORD 2-10=-316/1360, 8-10=-239/1323 WEBS 5-10=-633/126, 4-10=-298/1285, 6-10=-334/1354 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 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=394, 8=245. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 589 lb down and 325 lb up at 6-0-0, and 233 lb down and 97 lb up at 8-0-12, and 749 lb down and 130 lb up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) StandardContinued 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 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 February 12,2015 Job E1201129-OPT Truss EB Truss Type HIP Qty 1 Ply 2 BROOKSTONE C STANDARD Job Reference (optional) I23659172 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:59 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-JQF30BAJx3HTefKGUuHHetH_jBKUzTaO46NYzMzmAb6 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-9=-60, 2-8=-20 Concentrated Loads (lb) Vert: 10=-749 15=-589(F) 16=-233(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 Job E1201129-OPT Truss ECG Truss Type MONO TRUSS Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659173 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:59 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-JQF30BAJx3HTefKGUuHHetH_7BNjzV_O46NYzMzmAb6 Scale = 1:40.0 1 2 3 4 6 5 7 8 9 10 3x10 2x4 3x6 2x4 8-4-5 8-4-5 -1-3-15 1-3-15 4-4-7 4-4-7 8-4-5 3-11-15 0- 1 0 - 8 6- 9 - 7 8.49 12 Plate Offsets (X,Y): [6:0-5-12,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.42 0.47 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.44 -0.00 (loc) 5-6 5-6 5 l/defl >543 >220 n/a L/d 240 180 n/a PLATES MT20 Weight: 37 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* 2-6: 2x6 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)6=421/0-4-15 (min. 0-1-8), 5=371/Mechanical Max Horz 6=205(LC 6) Max Uplift6=-151(LC 7), 5=-214(LC 6) Max Grav 6=431(LC 2), 5=422(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-336/160, 2-3=-300/208 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=151, 5=214. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5 lb down and 56 lb up at 2-9-8, 5 lb down and 56 lb up at 2-9-8, and 64 lb down and 101 lb up at 5-7-7, and 64 lb down and 101 lb up at 5-7-7 on top chord, and 19 lb up at 2-9-8, 19 lb up at 2-9-8, and 31 lb down and 14 lb up at 5-7-7, and 31 lb down and 14 lb up at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 5-6=-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 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 February 12,2015 Job E1201129-OPT Truss ECG Truss Type MONO TRUSS Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659173 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:59 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-JQF30BAJx3HTefKGUuHHetH_7BNjzV_O46NYzMzmAb6 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=47(F=23, B=23) 8=-72(F=-36, B=-36) 9=10(F=5, B=5) 10=-45(F=-23, B=-23) 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 Job E1201129-OPT Truss EGR Truss Type MONO TRUSS Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659174 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:59 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-JQF30BAJx3HTefKGUuHHetHw_BFxzXFO46NYzMzmAb6 Scale = 1:41.5 1 2 3 7 4 5 6 3x10 2x4 2x4 6-0-0 6-0-0 2-10-4 2-10-4 6-0-0 3-1-12 0- 1 0 - 8 6- 1 0 - 8 12.00 12 Plate Offsets (X,Y): [1:0-3-12,0-1-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.68 0.97 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.00 (loc) 1-3 1-3 3 l/defl >883 >333 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 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 WEDGE Left: 2x6 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-11-10 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=818/0-3-8 (min. 0-1-8), 3=745/0-3-8 (min. 0-1-8) Max Horz 1=190(LC 6) Max Uplift1=-35(LC 5), 3=-117(LC 6) Max Grav 1=820(LC 2), 3=761(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 3=117. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 365 lb down and 24 lb up at 0-8-12, and 365 lb down and 24 lb up at 2-8-12, and 365 lb down and 24 lb up at 4-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-20, 1-2=-60 Concentrated Loads (lb) Vert: 4=-365(F) 5=-365(F) 6=-365(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss EJ Truss Type MONO TRUSS Qty 2 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659175 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:00 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:s1RPU6E_MB8R8OdjKFyNowyeNLM-ncpREXByiMPKFpvS2boWA4q9?bmwi_VYIm66VpzmAb5 Scale = 1:41.5 1 2 3 5 4 6 3x8 2x4 2x8 6-0-0 6-0-0 -0-11-4 0-11-4 6-0-0 6-0-0 0- 1 0 - 8 6- 1 0 - 8 12.00 12 Plate Offsets (X,Y): [5:0-5-0,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.41 0.28 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.12 0.00 (loc) 4-5 4-5 4 l/defl >999 >561 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)5=300/0-3-8 (min. 0-1-8), 4=222/Mechanical Max Horz 5=205(LC 6) Max Uplift5=-2(LC 5), 4=-89(LC 6) Max Grav 5=303(LC 2), 4=246(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-261/54 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss EJ1 Truss Type JACK Qty 2 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659176 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:00 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-ncpREXByiMPKFpvS2boWA4qABblGi_VYIm66VpzmAb5 Scale = 1:27.8 1 2 5 6 3 4 2x8 3-10-15 3-10-15 -0-11-4 0-11-4 3-10-15 3-10-15 0- 1 0 - 8 4- 9 - 7 12.00 12 Plate Offsets (X,Y): [5:0-2-8,0-0-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.33 0.33 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)5=223/0-3-8 (min. 0-1-8), 3=96/Mechanical, 4=43/Mechanical Max Horz 5=172(LC 7) Max Uplift3=-86(LC 7), 4=-2(LC 7) Max Grav 5=224(LC 2), 3=104(LC 2), 4=71(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss EJ2 Truss Type JACK Qty 2 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659177 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:01 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-FpNqRtCaTgXBtzUecJJljINMq?9qRRlhXQsf1FzmAb4 Scale = 1:17.5 1 2 5 3 42x8 1-10-15 1-10-15 -0-11-4 0-11-4 1-10-15 1-10-15 0- 1 0 - 8 2- 9 - 7 12.00 12 Plate Offsets (X,Y): [5:0-5-0,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.28 0.11 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)5=155/0-3-8 (min. 0-1-8), 4=13/Mechanical, 3=37/Mechanical Max Horz 5=111(LC 7) Max Uplift4=-7(LC 7), 3=-41(LC 7) Max Grav 5=177(LC 11), 4=32(LC 4), 3=37(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss EV Truss Type VALLEY Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659178 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:01 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-FpNqRtCaTgXBtzUecJJljINLI?71RRlhXQsf1FzmAb4 Scale = 1:23.4 1 2 3 4 2x4 2x4 2x4 3-11-6 3-11-6 3- 1 1 - 6 12.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.37 0.23 0.00 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: 14 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=138/3-11-6 (min. 0-1-8), 3=138/3-11-6 (min. 0-1-8) Max Horz 1=104(LC 6) Max Uplift3=-41(LC 6) Max Grav 1=138(LC 2), 3=139(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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) 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss H Truss Type MONO TRUSS Qty 4 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659179 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:01 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-FpNqRtCaTgXBtzUecJJljINK0?7vRRlhXQsf1FzmAb4 Scale = 1:15.2 1 2 3 4 2x4 2x4 2x4 4-11-8 4-11-8 4-11-8 4-11-8 0- 4 - 1 2- 4 - 1 3 2- 1 - 5 0- 3 - 8 2- 4 - 1 3 5.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.39 0.24 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 1-3 1-3 3 l/defl >999 >788 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=187/0-3-8 (min. 0-1-8), 3=187/0-1-8 (min. 0-1-8) Max Horz 1=67(LC 6) Max Uplift1=-9(LC 7), 3=-23(LC 7) Max Grav 1=188(LC 2), 3=194(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss HG Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659180 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:02 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-j?xCeDCCE_f1V72r90r_FVvYBPTaAu_qm4bCahzmAb3 Scale = 1:12.4 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 2x4 2x4 2x4 3-7-8 3-7-8 0- 4 - 1 1- 1 0 - 3 5.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.24 0.14 0.00 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: 10 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=139/3-7-8 (min. 0-1-8), 3=139/3-7-8 (min. 0-1-8) Max Horz 1=49(LC 6) Max Uplift1=-7(LC 7), 3=-17(LC 7) Max Grav 1=139(LC 2), 3=141(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) 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) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss HGE Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659181 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:02 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-j?xCeDCCE_f1V72r90r_FVvVmPS8Au_qm4bCahzmAb3 Scale = 1:15.2 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 2x4 2x4 2x4 4-11-8 4-11-8 4-11-8 4-11-8 0- 4 - 1 2- 4 - 1 3 2- 1 - 5 0- 3 - 8 2- 4 - 1 3 5.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.39 0.24 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 1-3 1-3 3 l/defl >999 >788 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=187/0-3-8 (min. 0-1-8), 3=187/0-1-8 (min. 0-1-8) Max Horz 1=67(LC 6) Max Uplift1=-9(LC 7), 3=-23(LC 7) Max Grav 1=188(LC 2), 3=194(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) 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) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 3 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 at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss HV Truss Type VALLEY Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659182 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:02 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-j?xCeDCCE_f1V72r90r_FVvahPSkAu_qm4bCahzmAb3 Scale = 1:8.7 1 2 3 2x4 3x4 2x4 4-6-12 4-6-12 2-3-6 2-3-6 4-6-12 2-3-6 0- 1 1 - 7 5.00 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 Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.08 0.20 0.00 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: 9 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 4-6-12 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=124/4-6-12 (min. 0-1-8), 3=124/4-6-12 (min. 0-1-8) Max Horz 1=-6(LC 6) Max Uplift1=-6(LC 5), 3=-6(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss HVGE Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659183 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:03 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-BBVasZDq?Hnu6Hd1jjMDojSjlpiLvLE_?kLm68zmAb2 Scale: 3/4"=1' Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 2x4 3x4 2x4 8-6-12 8-6-12 4-3-6 4-3-6 8-6-12 4-3-6 1- 9 - 6 5.00 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 Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.25 0.62 0.00 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: 19 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Sheathed 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=284/8-6-12 (min. 0-1-8), 3=284/8-6-12 (min. 0-1-8) Max Horz 1=-14(LC 8) Max Uplift1=-15(LC 7), 3=-15(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-310/76, 2-3=-310/76 BOT CHORD 1-3=-48/256 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss J Truss Type COMMON Qty 3 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659184 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:03 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-BBVasZDq?Hnu6Hd1jjMDojSgHppMvKx_?kLm68zmAb2 Scale = 1:39.5 1 2 3 4 7 6 5 8 9 3x10 4x6 2x4 3x10 5-0-0 5-0-0 10-0-0 5-0-0 5-0-0 5-0-0 10-0-0 5-0-0 10-11-4 0-11-4 0- 1 0 - 8 5- 1 0 - 8 0- 1 0 - 8 12.00 12 Plate Offsets (X,Y): [1:0-5-0,0-1-0], [3:0-5-0,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.41 0.17 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 0.00 (loc) 6-7 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 37 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)7=385/Mechanical, 5=457/0-3-8 (min. 0-1-8) Max Horz 7=-152(LC 5) Max Uplift7=-12(LC 8), 5=-43(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-369/63, 2-3=-376/65, 1-7=-335/50, 3-5=-410/86 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss JGE Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659185 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:04 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:KE?nhRFc7VGImXCwuzTcL7yeNLL-gO3y3vESmbwlkRCDHRtSLw?viCA3env7DO4JeazmAb1 Scale = 1:40.6 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 2x8 4x6 2x8 10-0-0 10-0-0 -0-11-4 0-11-4 5-0-0 5-0-0 10-0-0 5-0-0 10-11-4 0-11-4 0- 1 0 - 8 5- 1 0 - 8 0- 1 0 - 8 12.00 12 Plate Offsets (X,Y): [10:0-5-0,0-1-0], [16:0-5-0,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.17 0.08 0.10 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 53 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-0-0. (lb) - Max Horz 16=139(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 12, 11 except 15=-102(LC 7) Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) 16, 10, 14, 12, 11 except (jt=lb) 15=102. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss KGE Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659186 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:04 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-gO3y3vESmbwlkRCDHRtSLw?tnC9Telw7DO4JeazmAb1 Scale = 1:48.7 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 2x8 4x6 2x8 9-0-0 9-0-0 -0-11-4 0-11-4 4-6-0 4-6-0 9-0-0 4-6-0 9-11-4 0-11-4 1- 3 - 1 5 7- 3 - 1 5 1- 3 - 1 5 16.00 12 Plate Offsets (X,Y): [5:Edge,0-1-13] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.29 0.18 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 60 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 9-0-0. (lb) - Max Horz 16=-193(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 14, 12 except 16=-130(LC 5), 10=-117(LC 6), 15=-188(LC 7), 11=-185(LC 8) Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) 14, 12 except (jt=lb) 16=130, 10=117, 15=188, 11=185. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss KGR Truss Type COMMON Qty 1 Ply 2 BROOKSTONE C STANDARD Job Reference (optional) I23659187 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:05 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-8adKHFF4Xv2cManQr8Oht8Xt_cPSN5AHS2qsA0zmAb0 Scale = 1:50.8 1 2 3 4 5 8 7 6 9 10 11 12 13 14 4x6 6x14 6x14 3x10 4-6-0 4-6-0 9-0-0 4-6-0 -0-11-0 0-11-0 4-6-0 4-6-0 9-0-0 4-6-0 9-11-4 0-11-4 1- 3 - 1 5 7- 3 - 1 5 1- 3 - 1 5 16.00 12 Plate Offsets (X,Y): [6:Edge,0-3-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.97 0.52 0.68 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.11 0.01 (loc) 7-8 7-8 6 l/defl >999 >995 n/a L/d 240 180 n/a PLATES MT20 Weight: 93 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S 1650F 1.6E *Except* 3-7: 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)8=3212/0-3-8 (min. 0-2-8), 6=3301/0-3-8 (min. 0-2-9) Max Horz 8=-190(LC 5) Max Uplift8=-184(LC 8), 6=-190(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2139/201, 3-4=-2140/201, 2-8=-1854/187, 4-6=-1857/187 BOT CHORD 7-8=-97/1177, 6-7=-97/1177 WEBS 3-7=-194/3062 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 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other 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) 8=184, 6=190. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1367 lb down and 76 lb up at 1-4-12, 1367 lb down and 76 lb up at 3-4-12, 1367 lb down and 76 lb up at 5-4-12, and 1367 lb down and 76 lb up at 7-4-12, and 218 lb down and 13 lb up at 8-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard 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 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 February 12,2015 Job E1201129-OPT Truss KGR Truss Type COMMON Qty 1 Ply 2 BROOKSTONE C STANDARD Job Reference (optional) I23659187 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:05 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-8adKHFF4Xv2cManQr8Oht8Xt_cPSN5AHS2qsA0zmAb0 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, 3-4=-60, 4-5=-60, 6-8=-20 Concentrated Loads (lb) Vert: 6=-218 11=-1367(B) 12=-1367(B) 13=-1367(B) 14=-1367(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 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 Job E1201129-OPT Truss V2 Truss Type VALLEY Qty 2 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659188 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:07 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-4zk5ixGL3WIKbuxoyZQ9yZdL2Q9Or9EawLJzFvzmAb_ Scale = 1:16.7 1 2 3 4 2x4 2x4 2x4 4-7-5 4-7-5 2- 8 - 4 7.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.48 0.30 0.00 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: 13 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 4-7-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=157/4-7-5 (min. 0-1-8), 3=157/4-7-5 (min. 0-1-8) Max Horz 1=69(LC 6) Max Uplift1=-3(LC 7), 3=-24(LC 7) Max Grav 1=157(LC 2), 3=160(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V3 Truss Type GABLE Qty 2 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659189 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:08 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-Y9ITvGHzqqQBD2W?WHyOVm9Z6qWxabQj8?2XmLzmAaz Scale = 1:27.3 1 2 3 5 4 6 2x4 2x4 2x4 2x4 2x4 8-0-7 8-0-7 4- 8 - 4 7.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.27 0.15 0.07 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=101/8-0-7 (min. 0-1-8), 4=119/8-0-7 (min. 0-1-8), 5=368/8-0-7 (min. 0-1-8) Max Horz 1=129(LC 6) Max Uplift4=-15(LC 6), 5=-80(LC 7) Max Grav 1=101(LC 1), 4=141(LC 2), 5=381(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-289/135 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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) 4, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V4 Truss Type GABLE Qty 2 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659190 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:08 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-Y9ITvGHzqqQBD2W?WHyOVm9UZqTIaaoj8?2XmLzmAaz Scale = 1:38.5 1 2 3 5 4 6 3x6 2x4 2x4 2x4 2x4 11-5-9 11-5-9 6- 8 - 4 7.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.63 0.38 0.17 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 39 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=224/11-5-9 (min. 0-1-8), 4=59/11-5-9 (min. 0-1-8), 5=579/11-5-9 (min. 0-1-8) Max Horz 1=189(LC 6) Max Uplift4=-23(LC 6), 5=-126(LC 7) Max Grav 1=224(LC 1), 4=101(LC 2), 5=610(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-450/190 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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) 4 except (jt=lb) 5=126. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V5 Truss Type GABLE Qty 2 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659191 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:09 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-0Lsr6cIba7Y2qC5B4_Td2_ihUDm_J0OsNfo4InzmAay Scale = 1:50.1 1 2 3 4 5 9 8 7 6 3x4 2x4 2x4 3x6 3x4 2x4 2x4 2x4 2x4 14-10-12 14-10-12 14-10-12 14-10-12 8- 8 - 4 7.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.49 0.54 0.21 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 56 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 14-10-12. (lb) - Max Horz 1=250(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 6, 7 except 9=-112(LC 7) Max Grav All reactions 250 lb or less at joint(s) 6, 1 except 7=339(LC 2), 9=516(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-278/89, 2-9=-374/180 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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) 6, 7 except (jt=lb) 9=112. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V6GE Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659192 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:09 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Gc7Y67Hsf6W0?rMI?NV4QYyeNLJ-0Lsr6cIba7Y2qC5B4_Td2_insDtUJ1TsNfo4InzmAay Scale = 1:79.1 Sheet Front Left Option 8-8-0 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 171615 14 26 27 3x4 4x6 3x4 3x4 8-8-0 8-8-0 18-8-4 10-0-4 9-4-2 9-4-2 13-8-2 4-4-0 18-8-4 5-0-2 12 - 5 - 8 16.00 12 Plate Offsets (X,Y): [7:Edge,0-1-13] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.08 0.13 0.14 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 144 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 13-16: 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 *Except* 7-20,6-21,5-22,8-19,9-18: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-20, 6-21, 5-22, 8-19, 9-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 18-8-4. (lb) - Max Horz 1=-304(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 13, 21, 22, 23, 24, 19, 18, 17, 15 except 1=-109(LC 5), 25=-146(LC 7), 14=-146(LC 8) Max Grav All reactions 250 lb or less at joint(s) 20, 21, 22, 23, 24, 25, 19, 18, 17, 15, 14 except 1=280(LC 7), 13=264(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-361/183, 12-13=-341/129 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 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) 13, 21, 22, 23, 24, 19, 18, 17, 15 except (jt=lb) 1=109, 25=146, 14=146. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V7 Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659193 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:10 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Gc7Y67Hsf6W0?rMI?NV4QYyeNLJ-UYQDKyJDLRgvSMgNdh_saBEwcdBZ2U_0cJXdrEzmAax Scale = 1:76.2 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 16-11-4 16-11-4 8-5-10 8-5-10 16-11-4 8-5-10 11 - 3 - 8 16.00 12 Plate Offsets (X,Y): [3:Edge,0-1-13] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.21 0.20 0.19 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 75 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 *Except* 3-8: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-11-4. (lb) - Max Horz 1=-275(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-306(LC 7), 6=-306(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8 except 9=400(LC 2), 6=400(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/173 WEBS 2-9=-297/346, 4-6=-298/347 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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, 5 except (jt=lb) 9=306, 6=306. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V8 Truss Type VALLEY Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659194 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:10 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Gc7Y67Hsf6W0?rMI?NV4QYyeNLJ-UYQDKyJDLRgvSMgNdh_saBEwMdCM2V70cJXdrEzmAax Scale = 1:68.0 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 15-2-4 15-2-4 7-7-2 7-7-2 15-2-4 7-7-2 10 - 1 - 8 16.00 12 Plate Offsets (X,Y): [3:Edge,0-1-13] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.22 0.15 0.12 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 66 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 *Except* 3-7: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 15-2-4. (lb) - Max Horz 1=-245(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-271(LC 7), 6=-271(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=351(LC 2), 6=351(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-257/161 WEBS 2-9=-265/311, 4-6=-265/311 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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, 5 except (jt=lb) 9=271, 6=271. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V9 Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659195 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:11 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Gc7Y67Hsf6W0?rMI?NV4QYyeNLJ-yk_cXIJr6lom4VEZBPV57Pn5a1ZTnyX9qzHBNgzmAaw Scale = 1:57.5 1 2 3 4 5 8 7 6 9 10 3x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 13-5-4 13-5-4 6-8-10 6-8-10 13-5-4 6-8-10 8- 1 1 - 8 16.00 12 Plate Offsets (X,Y): [3:Edge,0-1-13] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.19 0.09 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 56 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* 3-7: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-5-4. (lb) - Max Horz 1=-216(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-245(LC 7), 6=-245(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=312(LC 2), 6=312(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-241/285, 4-6=-241/285 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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, 5 except (jt=lb) 8=245, 6=245. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V10 Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659196 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:05 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-8adKHFF4Xv2cManQr8Oht8X2ucSANCjHS2qsA0zmAb0 Scale = 1:50.3 1 2 3 4 5 6 3x6 4x6 3x6 2x4 11-8-4 11-8-4 5-10-2 5-10-2 11-8-4 5-10-2 7- 9 - 8 16.00 12 Plate Offsets (X,Y): [2:Edge,0-1-13] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.27 0.34 0.19 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: 43 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 BRACING TOP CHORD Sheathed 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=273/11-8-4 (min. 0-1-8), 3=273/11-8-4 (min. 0-1-8), 4=343/11-8-4 (min. 0-1-8) Max Horz 1=-186(LC 5) Max Uplift1=-38(LC 8), 3=-30(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V11 Truss Type VALLEY Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659197 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:06 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-cmAjUbGiICATzkMcOsvwQL4Cd0qw6h3QhhZQjSzmAb? Scale = 1:46.7 1 2 3 4 5 6 2x8 4x6 2x8 2x4 9-11-4 9-11-4 4-11-10 4-11-10 9-11-4 4-11-10 6- 7 - 8 16.00 12 Plate Offsets (X,Y): [1:0-4-6,0-1-0], [2:Edge,0-1-13], [3:0-4-6,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.34 0.25 0.12 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: 36 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 Sheathed 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=225/9-11-4 (min. 0-1-8), 3=225/9-11-4 (min. 0-1-8), 4=299/9-11-4 (min. 0-1-8) Max Horz 1=-157(LC 5) Max Uplift1=-30(LC 8), 3=-23(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V12 Truss Type VALLEY Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659198 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:06 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-cmAjUbGiICATzkMcOsvwQL4AJ0rH6hyQhhZQjSzmAb? Scale = 1:38.5 1 2 3 4 5 6 2x4 4x6 2x4 2x4 8-2-4 8-2-4 4-1-2 4-1-2 8-2-4 4-1-2 5- 5 - 8 16.00 12 Plate Offsets (X,Y): [2:Edge,0-1-13] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.48 0.16 0.07 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: 29 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 Sheathed 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=195/8-2-4 (min. 0-1-8), 3=195/8-2-4 (min. 0-1-8), 4=217/8-2-4 (min. 0-1-8) Max Horz 1=-128(LC 5) Max Uplift1=-39(LC 8), 3=-34(LC 7) Max Grav 1=195(LC 1), 3=195(LC 1), 4=231(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V13 Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659199 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:07 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-4zk5ixGL3WIKbuxoyZQ9yZdM3Q9gr9EawLJzFvzmAb_ Scale: 1/2"=1' 1 2 3 4 2x8 3x4 3x4 2x8 6-5-4 6-5-4 2-11-1 2-11-1 3-6-3 0-7-2 6-5-4 2-11-1 3- 8 - 1 0 3- 1 0 - 1 2 3- 8 - 1 0 16.00 12 Plate Offsets (X,Y): [1:0-4-6,0-1-0], [2:0-2-3,0-1-8], [3:0-2-3,0-1-8], [4:0-4-6,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.42 0.28 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-3. 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=234/6-5-4 (min. 0-1-8), 4=234/6-5-4 (min. 0-1-8) Max Horz 1=-86(LC 5) Max Uplift1=-8(LC 8), 4=-8(LC 7) Max Grav 1=413(LC 16), 4=413(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-360/48, 3-4=-360/48 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss V14 Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659200 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:07 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:oQZ9vnGEupO9Nhn6Rg_rtLyeNLK-4zk5ixGL3WIKbuxoyZQ9yZdQAQBur9EawLJzFvzmAb_ Scale = 1:10.8 1 2 3 4 2x8 3x4 3x4 2x8 4-8-4 4-8-4 1-2-1 1-2-1 3-6-3 2-4-2 4-8-4 1-2-1 1- 4 - 1 0 1- 6 - 1 2 1- 4 - 1 0 16.00 12 Plate Offsets (X,Y): [1:0-4-6,0-1-0], [2:0-2-3,0-1-8], [3:0-2-4,0-1-8], [4:0-4-6,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.16 0.14 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 4-8-4 oc purlins, except 2-0-0 oc purlins: 2-3. 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=164/4-8-4 (min. 0-1-8), 4=164/4-8-4 (min. 0-1-8) Max Horz 1=28(LC 4) Max Uplift1=-5(LC 4), 4=-5(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 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, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss VGE1 Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659201 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:11 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Gc7Y67Hsf6W0?rMI?NV4QYyeNLJ-yk_cXIJr6lom4VEZBPV57Pn5F1Xinxm9qzHBNgzmAaw Scale = 1:57.8 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 23 22 21 20 19 18 17 16 15 14 13 24 5x6 WB 2x8 2x8 3x4 3x4 16-6-0 16-6-0 16-6-0 16-6-0 9- 7 - 8 7.00 12 Plate Offsets (X,Y): [9:0-2-8,0-3-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.22 0.21 0.16 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 13 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 103 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 *Except* 11-14: 2x4 SPF No.2 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 12-13, 11-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-6-0. (lb) - Max Horz 1=278(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20, 21, 22 Max Grav All reactions 250 lb or less at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20 except 22=341(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 1, 14, 15, 16, 17, 18, 19, 20, 21, 22. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss VGE2 Truss Type GABLE Qty 1 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659202 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:12 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Gc7Y67Hsf6W0?rMI?NV4QYyeNLJ-RwY_leKTt2wdhfpml60KfcKF0RuWWQTJ3d0kv6zmAav Scale = 1:16.3 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 2x4 2x4 2x4 4-5-8 4-5-8 2- 7 - 3 7.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.28 0.17 0.00 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: 13 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 4-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=151/4-5-8 (min. 0-1-8), 3=151/4-5-8 (min. 0-1-8) Max Horz 1=66(LC 6) Max Uplift1=-3(LC 7), 3=-23(LC 7) Max Grav 1=151(LC 2), 3=154(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) 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) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss X Truss Type MONO TRUSS Qty 9 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659203 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:12 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Gc7Y67Hsf6W0?rMI?NV4QYyeNLJ-RwY_leKTt2wdhfpml60KfcKHpRvCWQTJ3d0kv6zmAav Scale = 1:14.9 1 2 3 4 5 6 2x4 2x4 2x4 3-8-8 3-8-8 -0-11-4 0-11-4 3-8-8 3-8-8 3-11-8 0-3-0 0- 4 - 3 2- 3 - 1 5 1- 1 0 - 1 5 0- 3 - 8 2- 3 - 1 5 6.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.16 0.13 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 2-5 2-5 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=211/0-3-8 (min. 0-1-8), 5=151/0-1-8 (min. 0-1-8) Max Horz 2=70(LC 6) Max Uplift2=-41(LC 7), 5=-22(LC 7) Max Grav 2=211(LC 2), 5=161(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 Job E1201129-OPT Truss XG Truss Type GABLE Qty 2 Ply 1 BROOKSTONE C STANDARD Job Reference (optional) I23659204 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:06:13 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Gc7Y67Hsf6W0?rMI?NV4QYyeNLJ-v76My_L6eM2UJpOyJqXZCqsS7rEGFsjSIHmIRZzmAau Scale = 1:14.9 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 2x4 2x4 2x4 -0-11-4 0-11-4 3-8-8 3-8-8 3-11-8 0-3-0 0- 4 - 3 2- 3 - 1 5 2- 2 - 7 6.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.19 0.14 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 4 4 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Sheathed or 3-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=205/3-8-8 (min. 0-1-8), 5=160/3-8-8 (min. 0-1-8) Max Horz 2=70(LC 6) Max Uplift2=-36(LC 7), 5=-23(LC 7) Max Grav 2=205(LC 2), 5=169(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of 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 February 12,2015 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 1 / 2 9 / 2 0 1 3 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 S Y P r e p r e s e n t s v a l u e s a s p u b l i s h e d b y A W C i n t h e 2 0 0 5 / 2 0 1 2 N D S S P r e p r e s e n t s A L S C a p p r o v e d / n e w v a l u e s w i t h e f f e c t i v e d a t e o f J u n e 1 , 2 0 1 3 S o u t h e r n P i n e l u m b e r d e s i g n a t i o n s a r e a s f o l l o w s :