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Floor Truss EngineeringTri-State Engineering, Inc. terry@tse-aep.com 206.369.8394 M-2155 The Truss Company (Sumner). August 20, 2026.My license renewal date for the state of Washington is Pages or sheets covered by this seal: 2190/A/Gar RT-Floor Terry Powell October 31,2024 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by 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. Re: thru I15262603I15262589 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information =1.5x4 =3x4 =3x4 =1.5x4 4 3 1 2 1-5-8 1-6-0 1-6-0 Scale = 1:21.3 Plate Offsets (X, Y):[4:Edge,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horiz(TL)0.00 3 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-P Weight: 10 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)3=285/1-8-8, 4=285/1-8-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-277/0, 2-3=-277/0, 1-2=0/0 BOT CHORD 3-4=0/0 WEBS 1-3=0/0 NOTES 1)Gable requires continuous bottom chord bearing. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 3-4=-10, 1-2=-350 Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262589B1Floor Blocking 29 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:51 Page: 1 ID:IrywPD?NNyvUkV_vdSrLqCyOabS-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 3x6 FP 3x6 FP =4x6 =3x6 =4x6 =3x4 =3x4 =4x6 =3x6 =3x6 =3x4 =3x6 =3x4 =3x4 =3x6 =3x6 =3x4 =3x4 31 30 2928 27 26 25 24 23 22 21 20 19 18 17 43 32 42 45 4044 41 331 2 3 4 5 6 7 8 910 11 12 13 14 15 16 0-1-8 1-9-0 2-6-0 0-1-8 0-1-8 1-10-8 2-0-0 21 -0-0 23 -0-0 0-1-8 1-0-0 1-0-0 2-0-0 17-0-0 2-0-0 5-0-0 2-0-0 23-0-0 2-0-0 21-0-0 2-0-0 13-0-0 2-0-0 15 -0-0 2-0-0 11-0-0 2-0-0 7-0-0 2-0-0 3-0-0 2-0-0 19-0-0 2-0-0 9-0-0 1-6-0 1-6-00-3-9 0-3-9 Scale = 1:44 Plate Offsets (X, Y):[1:Edge,0-0-12], [28:0-1-8,Edge], [31:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.52 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horiz(TL)0.00 22 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 120 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) OTHERS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)17=200/21-0-0, 18=48/21-0-0, 19=74/21-0-0, 20=505/21-0-0, 21=28/21-0-0, 22=497/21-0-0, 23=19/21-0-0, 24=96/21-0-0, 25=224/21-0-0, 27=17/21-0-0, 28=436/21-0-0, 29=1159/21-0-0 Max Uplift 25=-48 (LC 3), 27=-166 (LC 3) Max Grav 17=200 (LC 4), 18=48 (LC 4), 19=74 (LC 1), 20=506 (LC 4), 21=28 (LC 4), 22=520 (LC 4), 23=19 (LC 4), 24=96 (LC 1), 25=323 (LC 4), 27=190 (LC 4), 28=436 (LC 1), 29=1260 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 31-32=-850/0, 32-33=-850/0, 1-33=-850/0, 16-17=-105/0, 1-2=0/0, 2-3=0/0, 3-4=0/1213, 4-5=0/1213, 5-6=0/193, 6-7=0/193, 7-8=0/193, 8-9=0/113, 9-10=0/113, 10-11=0/113, 11-12=0/101, 12-13=0/102, 13-14=0/102, 14-15=0/102, 15-16=0/0 BOT CHORD 30-31=-1213/0, 29-30=-1213/0, 28-29=-1213/0, 27-28=-449/0, 26-27=-449/0, 25-26=-449/0, 24-25=-50/89, 23-24=-50/89, 22-23=-50/89, 21-22=0/138, 20-21=0/138, 19-20=0/174, 18-19=0/174, 17-18=0/174 WEBS 3-29=-1043/0, 31-45=0/1501, 3-45=0/1478, 15-41=-207/0, 17-41=-195/0, 20-40=-310/0, 15-40=-314/0, 13-20=-192/0, 11-42=-267/0, 20-42=-281/0, 22-43=-292/0, 11-43=-279/0, 9-22=-243/0, 8-22=-221/22, 25-44=-259/0, 8-44=-264/0, 6-25=-219/0, 5-25=0/343, 5-28=-876/0, 4-28=-245/68, 14-40=-54/0, 19-40=-63/0, 18-41=-24/0, 12-42=-30/0, 10-43=-27/0, 7-44=-71/0, 24-44=-80/0, 5-27=-163/195, 2-45=-44/0, 30-45=-83/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x4 (||) MT20 unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 25 and 166 lb uplift at joint 27. 8)Non Standard bearing condition. Review required. 9)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 10)CAUTION, Do not erect truss backwards. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down at 0-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 17-31=-10, 1-16=-100 Concentrated Loads (lb) Vert: 1=-800 (F) Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262590F01Floor Supported Gable 2 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:52 Page: 1 ID:rpczlNe3bRwKQFpr1Im?ogyOaZL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 3x6 FP 3x6 FP =2x4 =4x6 =5x6 =3x8 =4x10 =4x10 =1.5x4 =4x4 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =4x10 =1.5x4 =4x8 =4x6 =5x6 =1.5x4 21 20 19 18 17 16 15 14 13 22 23 121234567891011 1-6-0 1-5-01-7-81-9-0 2-6-0 0-1-8 0-1-8 0-2-12 2-2-12 0-5-8 23-0-0 1-10 -8 2-0-0 20 -3-12 22 -6-8 0-1-8 1-6-0 1-3-0 1-3-0 0-3-0 1-6-0 0-3-9 0-3-9 Scale = 1:44.7 Plate Offsets (X, Y):[12:0-3-0,Edge], [14:0-1-8,Edge], [16:0-1-8,Edge], [17:0-1-8,Edge], [20:0-3-0,Edge], [21:Edge,0-1-8] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL)-0.31 16-17 >791 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT)-0.43 15-16 >566 360 BCLL 0.0 Rep Stress Incr NO WB 0.65 Horz(CT)-0.02 12 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 106 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) OTHERS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21,18-20. REACTIONS (lb/size)12=1033/0-5-8, 20=2219/0-5-8 Max Grav 12=1096 (LC 4), 20=2219 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 21-22=-878/0, 22-23=-878/0, 1-23=-878/0, 12-13=0/12, 1-2=0/0, 2-3=0/1231, 3-4=-2932/72, 4-5=-2932/72, 5-6=-3963/0, 6-7=-3963/0, 7-8=-3963/0, 8-9=-2672/0, 9-10=-2672/0, 10-11=-2672/0, 11-12=-1177/0 BOT CHORD 20-21=-1231/0, 19-20=-611/1586, 18-19=-611/1586, 17-18=0/3707, 16-17=0/3963, 15-16=0/3574, 14-15=0/1175, 13-14=0/0 WEBS 11-14=-984/0, 12-14=0/1543, 2-20=-1125/0, 2-21=0/1510, 3-20=-2237/0, 11-15=0/1690, 3-18=0/1664, 10-15=-253/0, 4-18=-270/0, 8-15=-1024/0, 5-18=-1014/0, 8-16=-217/724, 5-17=-79/817, 6-17=-371/2, 7-16=-237/38 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION, Do not erect truss backwards. 7)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down at 0-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8)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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 13-21=-10, 1-12=-100 Concentrated Loads (lb) Vert: 1=-800 (F) Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262591F02Floor161M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:53 Page: 1 ID:rpczlNe3bRwKQFpr1Im?ogyOaZL-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 33 3412345678910111213141516 0-1-8 20-0-0 19 -10 -8 19 -10 -8 0-1-8 1-4-0 18-8-0 1-4-0 16-0-0 1-4-0 12 -0-0 1-4-0 13-4-0 1-4-0 6-8-0 1-4-0 9-4-0 1-4-0 4-0-0 1-4-0 2-8-0 1-4-0 1-4-0 1-4-0 8-0-0 1-4-0 5-4-0 1-4-0 10 -8-0 1-4-0 14-8-0 1-4-0 17-4-0 1-4-0 20 -0-0 1-6-0 1-6-0 0-3-9 0-3-9 Scale = 1:42.6 Plate Offsets (X, Y):[1:Edge,0-0-12], [32:Edge,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horiz(TL)0.00 17 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-R Weight: 78 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) OTHERS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)17=57/20-0-0, 18=142/20-0-0, 19=148/20-0-0, 20=146/20-0-0, 21=147/20-0-0, 22=147/20-0-0, 23=147/20-0-0, 24=147/20-0-0, 25=147/20-0-0, 26=147/20-0-0, 27=147/20-0-0, 28=147/20-0-0, 29=147/20-0-0, 30=146/20-0-0, 31=152/20-0-0, 32=62/20-0-0 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-32=-56/0, 17-33=-50/0, 33-34=-50/0, 16-34=-50/0, 1-2=-6/0, 2-3=-6/0, 3-4=-6/0, 4-5=-6/0, 5-6=-6/0, 6-7=-6/0, 7-8=-6/0, 8-9=-6/0, 9-10=-6/0, 10-11=-6/0, 11-12=-6/0, 12-13=-6/0, 13-14=-6/0, 14-15=-6/0, 15-16=-6/0 BOT CHORD 31-32=0/6, 30-31=0/6, 29-30=0/6, 28-29=0/6, 27-28=0/6, 26-27=0/6, 25-26=0/6, 24-25=0/6, 23-24=0/6, 22-23=0/6, 21-22=0/6, 20-21=0/6, 19-20=0/6, 18-19=0/6, 17-18=0/6 WEBS 2-31=-139/0, 3-30=-132/0, 4-29=-134/0, 5-28=-133/0, 6-27=-133/0, 7-26=-133/0, 8-25=-133/0, 9-24=-133/0, 10-23=-133/0, 11-22=-133/0, 12-21=-133/0, 13-20=-133/0, 14-19=-134/0, 15-18=-130/0 NOTES 1)All plates are 1.5x4 (||) MT20 unless otherwise indicated. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 7)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262592F08Floor Supported Gable 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:53 Page: 1 ID:VgI0z5d6oOs9zO75n_ZZO8yOZn?-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information MT18HS 3x12 FP 3x6 FP=3x4 =3x4 =3x10 =4x8 =4x8 =1.5x4 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =4x8 =1.5x4 =4x8 =3x6 =1.5x4 17 16 15 14 13 12 11 19 201812345678910 1-10-02-6-0 0-1-8 20 -5-8 20-4-0 20-4-0 0-1-8 0-3-0 1-6-0 1-6-00-3-0 0-3-9 0-3-9 Scale = 1:42.4 Plate Offsets (X, Y):[4:0-1-8,Edge], [13:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL)-0.45 12-13 >541 480 MT18HS 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT)-0.62 12-13 >390 360 MT20 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT)0.08 11 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 93 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) *Except* 15-11:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E(flat) WEBS 2x4 DF Stud(flat) *Except* 17-1,11-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E(flat) OTHERS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-14. REACTIONS (lb/size)11=1111/0-3-8, 17=2120/0-5-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 17-18=-1188/0, 1-18=-1048/0, 11-19=-102/0, 19-20=-102/0, 10-20=-102/0, 1-2=-108/0, 2-3=-3211/0, 3-4=-3211/0, 4-5=-4020/0, 5-6=-4020/0, 6-7=-3142/0, 7-8=-3142/0, 8-9=-3142/0, 9-10=0/0 BOT CHORD 16-17=0/1978, 15-16=0/4020, 14-15=0/4020, 13-14=0/4020, 12-13=0/3873, 11-12=0/1844 WEBS 9-11=-2093/0, 2-17=-2106/0, 9-12=0/1472, 2-16=0/1399, 8-12=-232/0, 3-16=-286/47, 6-12=-830/0, 4-16=-1128/0, 6-13=-208/585, 4-14=-59/180, 5-13=-186/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 11-17=-10, 1-10=-100 Concentrated Loads (lb) Vert: 1=-1035 Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262593F09Floor31M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:53 Page: 1 ID:OXeE4jVHrWwxcTdw?5sSIJyOZlt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information MT18HS 3x12 FP 3x6 FP=3x4 =3x4 =3x10 =3x10 =3x10 =1.5x4 =3x4 =1.5x4 =1.5x4 =3x4 =4x4 =4x10 =1.5x4 =4x10 =3x6 =5x6 =4x6 =2x4 19 18 17 16 15 14 13 12 21 22201234567891011 1-10-0 1-8-152-6-0 0-1-8 22-5-7 0-1-12 20-5-8 1-10-7 22-3-15 20 -3-12 20 -3-12 0-1-80-3-0 1-6-0 1-6-00-3-0 0-3-9 0-3-9 Scale = 1:45.4 Plate Offsets (X, Y):[4:0-1-8,Edge], [11:0-1-8,Edge], [12:Edge,0-1-8], [15:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL)-0.45 14-15 >537 480 MT18HS 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(CT)-0.59 14-15 >413 360 MT20 185/148 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT)0.08 13 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 104 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) *Except* 17-12:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E(flat) WEBS 2x4 DF Stud(flat) *Except* 19-1,12-11:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E(flat) OTHERS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)13=2214/0-3-8, 19=2037/0-5-8 Max Grav 13=2214 (LC 1), 19=2100 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 19-20=-1189/0, 1-20=-1049/0, 12-21=-878/0, 21-22=-878/0, 11-22=-878/0, 1-2=-108/0, 2-3=-3137/0, 3-4=-3137/0, 4-5=-3889/0, 5-6=-3889/0, 6-7=-2920/69, 7-8=-2920/69, 8-9=-2920/69, 9-10=0/1228, 10-11=0/0 BOT CHORD 18-19=0/1939, 17-18=0/3889, 16-17=0/3889, 15-16=0/3889, 14-15=0/3689, 13-14=-606/1584, 12-13=-1228/0 WEBS 10-13=-1126/0, 9-13=-2238/0, 2-19=-2062/0, 9-14=0/1653, 2-18=0/1360, 8-14=-248/0, 3-18=-314/40, 6-14=-1007/0, 4-18=-1063/36, 6-15=-147/834, 4-16=-115/167, 5-15=-257/0, 10-12=0/1508 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION, Do not erect truss backwards. 7)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down at 22-3-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8)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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 12-19=-10, 1-11=-100 Concentrated Loads (lb) Vert: 1=-1035, 11=-800 (F) Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262594F10Floor11M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:53 Page: 1 ID:2NQdkR270ejQ7X8mimhEA0yOZl9-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information MT18HS 3x12 FP 3x6 FP=3x4 =3x4 =3x10 =3x10 =3x10 =1.5x4 =3x4 =1.5x4 =1.5x4 =3x4 =4x4 =4x10 =1.5x4 =4x10 =3x6 =5x6 =4x6 =2x4 19 18 17 16 15 14 13 12 21 22201234567891011 1-10-0 1-8-152-6-0 0-1-8 22-5-7 0-1-12 20-5-8 1-10-7 22-3-15 20 -3-12 20 -3-12 0-1-80-3-0 1-6-0 1-6-00-3-0 0-3-9 0-3-9 Scale = 1:45.4 Plate Offsets (X, Y):[4:0-1-8,Edge], [11:0-1-8,Edge], [12:Edge,0-1-8], [15:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL)-0.45 14-15 >537 480 MT18HS 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(CT)-0.58 14-15 >413 360 MT20 185/148 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT)0.08 13 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 104 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) *Except* 17-12:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E(flat) WEBS 2x4 DF Stud(flat) *Except* 19-1,12-11:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E(flat) OTHERS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)13=2214/0-3-8, 19=2037/0-5-8 Max Grav 13=2214 (LC 1), 19=2100 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 19-20=-1189/0, 1-20=-1049/0, 12-21=-878/0, 21-22=-878/0, 11-22=-878/0, 1-2=-108/0, 2-3=-3137/0, 3-4=-3137/0, 4-5=-3889/0, 5-6=-3889/0, 6-7=-2919/69, 7-8=-2919/69, 8-9=-2919/69, 9-10=0/1228, 10-11=0/0 BOT CHORD 18-19=0/1939, 17-18=0/3889, 16-17=0/3889, 15-16=0/3889, 14-15=0/3689, 13-14=-606/1584, 12-13=-1228/0 WEBS 10-13=-1126/0, 9-13=-2238/0, 2-19=-2062/0, 9-14=0/1653, 2-18=0/1360, 8-14=-248/0, 3-18=-314/40, 6-14=-1007/0, 4-18=-1063/36, 6-15=-147/834, 4-16=-115/167, 5-15=-257/0, 10-12=0/1508 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION, Do not erect truss backwards. 7)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down at 22-3-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8)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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 12-19=-10, 1-11=-100 Concentrated Loads (lb) Vert: 1=-1035, 11=-800 (F) Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262595F11Floor61M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:53 Page: 1 ID:?13okxH2XU6jvS5QJFWhR1yOZks-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information MT18HS 3x8 FP 3x6 FP =1.5x4 =3x6 =3x8 =3x8 =1.5x4 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =4x10 =1.5x4 =4x8 =3x4 =3x10 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =1.5x4 23 22 21 20 19 18 17 16 15 14 1 2 3 4 5 6 7 8 9 10 11 12 13 0-11-12 1-5-82-6-0 6-11-8 26 -2-4 19-2-12 19-2-12 1-6-0 1-6-0 Scale = 1:46 Plate Offsets (X, Y):[1:Edge,0-0-12], [4:0-1-8,Edge], [11:0-1-8,Edge], [12:0-1-8,Edge], [19:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL)-0.24 18-19 >977 480 MT18HS 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(CT)-0.34 18-19 >671 360 MT20 185/148 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT)0.06 17 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 116 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)14=147/ Mechanical, 17=1750/0-5-8, 23=971/0-5-8 Max Uplift 14=-123 (LC 3) Max Grav 14=309 (LC 4), 17=1756 (LC 9), 23=984 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-104/0, 13-14=-148/0, 1-2=0/0, 2-3=-2660/0, 3-4=-2660/0, 4-5=-3196/0, 5-6=-3196/0, 6-7=-2238/0, 7-8=-2238/0, 8-9=0/1293, 9-10=0/1293, 10-11=0/1293, 11-12=-314/430, 12-13=0/0 BOT CHORD 22-23=0/1600, 21-22=0/3196, 20-21=0/3196, 19-20=0/3196, 18-19=0/2986, 17-18=0/927, 16-17=-430/314, 15-16=-430/314, 14-15=-430/314 WEBS 9-17=-237/0, 8-17=-2154/0, 2-23=-1816/0, 8-18=0/1549, 2-22=0/1203, 7-18=-247/0, 3-22=-284/0, 6-18=-901/0, 4-22=-749/0, 6-19=-83/544, 4-20=-89/122, 5-19=-143/0, 11-17=-1164/0, 12-14=-355/485, 11-16=0/196, 12-15=-153/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 14. 6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262596F12Floor31M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:53 Page: 1 ID:maYqPgN3fx7bthiynxgZmjyOZkk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information =4x8 =4x12 =3x4 =3x8 =1.5x4 =3x4 =1.5x4 =3x8 =3x4 =4x12 =4x8 LUS24 LUS24 LUS24 LUS24 LUS24 LUS46 LUS46 LUS46 LUS46 LUS46 11 12 13 10 14 9 15 8 1 2 3 4 5 16 6 17 7 1-7-13 1-6-0 1-6-0 0-3-9 Scale = 1:26.2 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL)-0.05 9-10 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(CT)-0.07 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT)0.01 8 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 120 lb FT = 11% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied 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=1469/0-3-8, 11=1500/0-3-8 Max Grav 8=1558 (LC 7), 11=1546 (LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-119/0, 7-8=-150/1, 1-2=-201/0, 2-3=-3539/0, 3-4=-3539/0, 4-5=-3534/0, 5-16=-3534/0, 6-16=-3534/0, 6-17=-204/0, 7-17=-204/0 BOT CHORD 11-12=0/2206, 12-13=0/2206, 10-13=0/2206, 10-14=0/3846, 9-14=0/3846, 9-15=0/2221, 8-15=0/2221 WEBS 2-11=-2329/0, 2-10=0/1572, 3-10=-253/29, 4-10=-363/0, 4-9=-368/33, 5-9=-205/18, 6-9=0/1562, 6-8=-2331/0 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. Web 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)Unbalanced floor live loads have been considered for this design. 4)Attach ribbon block to truss with 3-10d nails applied to flat face. 5)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Use Simpson Strong-Tie LUS24 (4-10d Girder, 2-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 10-0-12 to connect truss(es) to front face of top chord. 8)Use Simpson Strong-Tie LUS46 (4-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-6-4 from the left end to 9-6-4 to connect truss(es) to back face of bottom chord. 9)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 8-11=-10, 1-7=-100 Concentrated Loads (lb) Vert: 2=-40 (F), 3=-40 (F), 4=-40 (F), 9=-287 (B), 12=-299 (B), 13=-299 (B), 14=-299 (B), 15=-365 (B), 16=-40 (F), 17=-40 (F) Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262597F22Floor Girder 1 2M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:53 Page: 1 ID:IQ_so1zwJOnFlRtiCuxNLeyOZcD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information MT18HS 3x12 FP 3x6 FP =1.5x4 =3x8 =3x8 =3x10 =1.5x4 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =4x12 =1.5x4 =4x12 =3x4 =4x10 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =1.5x4 THA422 THA422 23 22 21 20 19 18 17 16 15 14 1 2 24 3 4 5 6 7 8 9 10 11 12 13 0-11-12 1-5-82-6-0 6-11-8 26 -2-4 19-2-12 19-2-12 1-6-0 1-6-0 Scale = 1:46 Plate Offsets (X, Y):[1:Edge,0-0-12], [4:0-1-8,Edge], [11:0-1-8,Edge], [12:0-1-8,Edge], [19:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL)-0.30 18-19 >768 480 MT18HS 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(CT)-0.42 18-19 >543 360 MT20 185/148 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(CT)0.07 17 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 117 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) *Except* 10-13:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size)14=104/ Mechanical, 17=1992/0-5-8, 23=1133/0-5-8 Max Uplift 14=-166 (LC 3) Max Grav 14=297 (LC 4), 17=2092 (LC 9), 23=1230 (LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-96/0, 13-14=-157/0, 1-2=0/0, 2-24=-3227/0, 3-24=-3227/0, 3-4=-3227/0, 4-5=-3821/0, 5-6=-3821/0, 6-7=-2975/0, 7-8=-2975/0, 8-9=0/1600, 9-10=0/1600, 10-11=0/1600, 11-12=-284/536, 12-13=0/0 BOT CHORD 22-23=0/2076, 21-22=0/3821, 20-21=0/3821, 19-20=0/3821, 18-19=0/3673, 17-18=0/1153, 16-17=-536/284, 15-16=-536/284, 14-15=-536/284 WEBS 9-17=-226/0, 8-17=-2751/0, 2-23=-2356/0, 8-18=0/2128, 2-22=0/1306, 7-18=-545/0, 3-22=-318/0, 6-18=-845/0, 4-22=-899/15, 6-19=-226/605, 4-20=-100/153, 5-19=-162/13, 11-17=-1306/0, 12-14=-321/605, 11-16=0/236, 12-15=-191/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 4)Refer to girder(s) for truss to truss connections. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 14. 6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION, Do not erect truss backwards. 8)Use Simpson Strong-Tie THA422 (Single Chord Girder) or equivalent spaced at 11-2-4 oc max. starting at 2-11-8 from the left end to 14-1-12 to connect truss(es) to back face of top chord. 9)Fill all nail holes where hanger is in contact with lumber. 10)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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 14-23=-10, 1-13=-100 Concentrated Loads (lb) Vert: 7=-223 (B), 24=-138 (B) Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262598F23Floor Girder 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:54 Page: 1 ID:WjHQZnEbD8ehUJs1meMcWHyOZeT-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 3x6 FP 3x6 FP 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 2122 0-4-12 25-8-12 1-4-0 22 -8-0 1-4-0 18 -8-0 1-4-0 13 -4-0 1-4-0 12-0-0 1-4-0 16-0-0 1-4-0 9-4-0 1-4-0 6-8-0 1-4-0 4-0-0 1-4-0 2-8-0 1-4-0 1-4-0 1-4-0 8-0-0 1-4-0 5-4-0 1-4-0 14 -8-0 1-4-0 17 -4-0 1-4-0 20-0-0 1-4-0 21-4-0 1-4-0 24-0-0 1-4-0 25-4-0 1-4-0 10-8-0 1-6-0 1-6-0 Scale = 1:45.3 Plate Offsets (X, Y):[1:Edge,0-0-12], [44:Edge,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horiz(TL)0.00 23 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-R Weight: 100 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) OTHERS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)23=1/25-8-12, 24=105/25-8-12, 25=153/25-8-12, 26=145/25-8-12, 27=147/25-8-12, 28=147/25-8-12, 29=147/25-8-12, 30=147/25-8-12, 31=147/25-8-12, 32=147/25-8-12, 33=147/25-8-12, 34=147/25-8-12, 35=147/25-8-12, 36=147/25-8-12, 37=147/25-8-12, 38=147/25-8-12, 40=147/25-8-12, 41=147/25-8-12, 42=145/25-8-12, 43=155/25-8-12, 44=60/25-8-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-44=-54/0, 22-23=0/6, 1-2=-4/0, 2-3=-4/0, 3-4=-4/0, 4-5=-4/0, 5-6=-4/0, 6-7=-4/0, 7-8=-4/0, 8-9=-4/0, 9-10=-4/0, 10-11=-4/0, 11-12=-4/0, 12-13=-4/0, 13-14=-4/0, 14-15=-4/0, 15-16=-4/0, 16-17=-4/0, 17-18=-4/0, 18-19=-4/0, 19-20=-4/0, 20-21=-4/0, 21-22=-4/0 BOT CHORD 43-44=0/4, 42-43=0/4, 41-42=0/4, 40-41=0/4, 39-40=0/4, 38-39=0/4, 37-38=0/4, 36-37=0/4, 35-36=0/4, 34-35=0/4, 33-34=0/4, 32-33=0/4, 31-32=0/4, 30-31=0/4, 29-30=0/4, 28-29=0/4, 27-28=0/4, 26-27=0/4, 25-26=0/4, 24-25=0/4, 23-24=0/4 WEBS 2-43=-141/0, 3-42=-132/0, 4-41=-134/0, 5-40=-133/0, 6-38=-133/0, 7-37=-133/0, 8-36=-133/0, 9-35=-133/0, 10-34=-133/0, 11-33=-133/0, 12-32=-133/0, 13-31=-133/0, 14-30=-133/0, 15-29=-133/0, 17-28=-133/0, 18-27=-134/0, 19-26=-132/0, 20-25=-139/0, 21-24=-102/0 NOTES 1)All plates are 1.5x4 (||) MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 6)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262599F24Floor Supported Gable 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:54 Page: 1 ID:OD?VrL4RH9?XQJNXVQdZUXyOZeg-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information =1.5x4 =3x4 =3x4 =1.5x4 4 3 1 2 2-6-12 1-6-0 1-6-0 Scale = 1:21.3 Plate Offsets (X, Y):[4:Edge,0-0-12] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT)-0.01 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-P Weight: 14 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)3=148/ Mechanical, 4=148/0-5-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-134/0, 2-3=-134/0, 1-2=0/0 BOT CHORD 3-4=0/0 WEBS 1-3=0/0 NOTES 1)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 2)Refer to girder(s) for truss to truss connections. 3)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262600F25Floor21M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:54 Page: 1 ID:TaGJnLK_HvyWEggyLJ3sw9yOZjW-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information =1.5x4 =3x4 =3x4 =3x6 =3x4 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =1.5x4 11 10 9 8 7 1 2 3 4 5 6 1-5-82-4-2 2-4-2 2-6-0 4-11-4 4-11-4 6-11-8 11-10-12 1-6-0 1-6-0 Scale = 1:31.7 Plate Offsets (X, Y):[1:Edge,0-0-12], [4:0-1-8,Edge], [5:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL)-0.02 7-8 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(CT)-0.05 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT)0.01 7 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 55 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)7=370/ Mechanical, 10=670/0-5-8, 11=255/ Mechanical Max Grav 7=375 (LC 8), 10=735 (LC 7), 11=322 (LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-96/0, 6-7=-114/0, 1-2=0/0, 2-3=-223/203, 3-4=-223/203, 4-5=-464/0, 5-6=0/0 BOT CHORD 10-11=0/365, 9-10=0/464, 8-9=0/464, 7-8=0/464 WEBS 3-10=-266/0, 4-10=-518/0, 5-7=-524/0, 4-9=0/37, 5-8=-2/32, 2-11=-420/0, 2-10=-388/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Refer to girder(s) for truss to truss connections. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262601F26Floor11M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:54 Page: 1 ID:q?0MhQzo6?IeFDyN8j23F2yOZjz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information =3x6 =3x4 =3x6 =3x4 =3x6 THA422 THA422 5 4 1 6 2 7 3 1-8-12 1-6-0 1-6-0 Scale = 1:21.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(CT)-0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT)0.00 4 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-P Weight: 23 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)4=273/0-1-15, 5=238/ Mechanical FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-76/0, 3-4=-111/0, 1-6=0/0, 2-6=0/0, 2-7=0/0, 3-7=0/0 BOT CHORD 4-5=0/198 WEBS 2-5=-245/0, 2-4=-245/0 NOTES 1)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 2)Refer to girder(s) for truss to truss connections. 3)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 4)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Use Simpson Strong-Tie THA422 (6-16d Girder, 6-10d Truss) or equivalent spaced at 1-8-8 oc max. starting at 1-4-8 from the left end to 3-1-0 to connect truss(es) to back face of top chord. 6)Fill all nail holes where hanger is in contact with lumber. 7)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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 4-5=-10, 1-3=-100 Concentrated Loads (lb) Vert: 6=-48 (B), 7=-70 (B) Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262602F27Floor Girder 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:54 Page: 1 ID:ymqh_hLd2D4NrqF8v0a5TNyOZjV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information =1.5x4 =3x4 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =1.5x4 THA422 8 7 6 5 1 2 9 3 4 0-6-0 1-4-4 1-6-0 1-6-0 Scale = 1:23.6 Plate Offsets (X, Y):[1:Edge,0-0-12], [2:0-1-8,Edge], [3:0-1-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL)0.00 5-6 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(CT)0.00 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT)0.00 5 n/a n/a BCDL 5.0 Code IRC2021/TPI2014 Matrix-S Weight: 21 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF-N No.1/No.2(flat) BOT CHORD 2x4 HF-N No.1/No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)5=308/0-1-15, 8=308/ Mechanical Max Grav 5=324 (LC 4), 8=323 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-61/0, 4-5=-61/0, 1-2=0/0, 2-9=-268/0, 3-9=-268/0, 3-4=0/0 BOT CHORD 7-8=0/268, 6-7=0/268, 5-6=0/268 WEBS 3-5=-366/0, 2-7=-21/42, 3-6=-21/42, 2-8=-366/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 3)Refer to girder(s) for truss to truss connections. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5)Recommend 2x6 strongbacks, on edge, spaced at 10-00-00 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)Use Simpson Strong-Tie THA422 (Single Chord Girder) or equivalent at 1-10-4 from the left end to connect truss (es) to front face of top chord. 7)Fill all nail holes where hanger is in contact with lumber. 8)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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 9=-222 (F) Job Truss Truss Type Qty Ply 2190/A/Gar RT-Floor I15262603F28Floor Girder 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:49:54 Page: 1 ID:3Ye1HxiR_Rs7SRYvfK77giyOZj1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 PR O D U C T C O D E A P P R O V A L S JO 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 AR 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 TH E L E F T . CH 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 NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G LA T E R A L B R A C I N G L O C A T I O N In 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 re 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 nu m b e r w h e r e b e a r i n g s o c c u r . In 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 by 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 ou t p u t . U s e T , I o r E l i m i n a t o r b r a c i n g if i n d i c a t e d . Th 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 wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th 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 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di 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 . Ap 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 an d f u l l y e m b e d t e e t h . 1 "4/3 PL 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 Sy m b o l s Nu 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 1 . 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 , I , o r E l i m i n a t o r 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 . 10 . 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 . 11 . 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 . 12 . 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 . 13 . 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 . 14 . 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 . 15 . 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 . 16 . 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 . 17 . 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 . 18 . 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 . 19 . 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 . 20 . 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 . Fa 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 Da m a g e o r P e r s o n a l I n j u r y Ge n e r a l S a f e t y N o t e s * Pl 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 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN 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 . DS 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 . BC S I 1 : 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 di 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 0 6 M i T e k ® A l l R i g h t s R e s e r v e d WE B S ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 3 1 1 , E S R - 1 3 5 2 , E R - 5 2 4 3 , 9 6 0 4 B , 97 3 0 , 9 5 - 4 3 , 9 6 - 3 1 , 9 6 6 7 A NE R - 4 8 7 , N E R - 5 6 1 95 1 1 0 , 8 4 - 3 2 , 9 6 - 6 7 , E R - 3 9 0 7 , 9 4 3 2 A JO 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 AR 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 TH E L E F T . CH 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 NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G In 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 re 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 nu m b e r w h e r e b e a r i n g s o c c u r . In 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 by 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 ou t p u t . U s e T , I o r E l i m i n a t o r b r a c i n g if i n d i c a t e d . 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 1 "4/3 PL 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 Sy m b o l s Nu m b e r i n g S y s t e m Ge n e r a l S a f e t y N o t e s * Pl 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 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN 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 . DS 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 . BC S I 1 : 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 di 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 WE B S