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Floor Truss EngineeringTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 M-2050-05 The Truss Company (Sumner). August 20, 2024.My license renewal date for the state of Washington is Pages or sheets covered by this seal: 2033/A/Gar Rt-Floor Terry Powell June 3,2023 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 I14772755I14772737 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 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 51 521 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1617 18 19 20 21 22 23 24 25 0-1-8 0-1-8 0-1-8 29-10-12 30 -0-4 1-6-0 1-6-0 Scale = 1:51.9 Plate Offsets (X, Y):[1:Edge,0-0-12], [50: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 0.07 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 26 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-R Weight: 112 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF 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 (size)26=30-0-4, 27=30-0-4, 28=30-0-4, 29=30-0-4, 30=30-0-4, 31=30-0-4, 32=30-0-4, 33=30-0-4, 34=30-0-4, 35=30-0-4, 36=30-0-4, 37=30-0-4, 38=30-0-4, 39=30-0-4, 40=30-0-4, 41=30-0-4, 43=30-0-4, 44=30-0-4, 45=30-0-4, 46=30-0-4, 47=30-0-4, 48=30-0-4, 49=30-0-4, 50=30-0-4 Max Grav 26=22 (LC 1), 27=115 (LC 1), 28=152 (LC 1), 29=145 (LC 1), 30=147 (LC 1), 31=147 (LC 1), 32=147 (LC 1), 33=147 (LC 1), 34=147 (LC 1), 35=147 (LC 1), 36=147 (LC 1), 37=147 (LC 1), 38=147 (LC 1), 39=147 (LC 1), 40=147 (LC 1), 41=147 (LC 1), 43=147 (LC 1), 44=147 (LC 1), 45=147 (LC 1), 46=147 (LC 1), 47=147 (LC 1), 48=147 (LC 1), 49=147 (LC 1), 50=52 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 50-51=-49/0, 51-52=-49/0, 1-52=-49/0, 25-26=-17/0, 1-2=-3/0, 2-3=-3/0, 3-4=-3/0, 4-5=-3/0, 5-6=-3/0, 6-7=-3/0, 7-8=-3/0, 8-9=-3/0, 9-10=-3/0, 10-11=-3/0, 11-12=-3/0, 12-13=-3/0, 13-14=-3/0, 14-15=-3/0, 15-16=-3/0, 16-17=-3/0, 17-18=-3/0, 18-19=-3/0, 19-20=-3/0, 20-21=-3/0, 21-22=-3/0, 22-23=-3/0, 23-24=-3/0, 24-25=-3/0 BOT CHORD 49-50=0/3, 48-49=0/3, 47-48=0/3, 46-47=0/3, 45-46=0/3, 44-45=0/3, 43-44=0/3, 42-43=0/3, 41-42=0/3, 40-41=0/3, 39-40=0/3, 38-39=0/3, 37-38=0/3, 36-37=0/3, 35-36=0/3, 34-35=0/3, 33-34=0/3, 32-33=0/3, 31-32=0/3, 30-31=0/3, 29-30=0/3, 28-29=0/3, 27-28=0/3, 26-27=0/3 WEBS 2-49=-132/0, 3-48=-134/0, 4-47=-133/0, 5-46=-133/0, 6-45=-133/0, 7-44=-133/0, 8-43=-133/0, 9-41=-133/0, 10-40=-133/0, 11-39=-133/0, 12-38=-133/0, 13-37=-133/0, 14-36=-133/0, 15-35=-133/0, 16-34=-133/0, 18-33=-133/0, 19-32=-133/0, 20-31=-133/0, 21-30=-134/0, 22-29=-132/0, 23-28=-138/0, 24-27=-108/0 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)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 2033/A/Gar Rt-Floor I14772737F01Floor Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:00 Page: 1 ID:d_7MIsB5tP9vlR4?OJ6bGpzMV2V-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x4 =3x4 =3x4 =3x4 =4x6 =4x4 =3x6 =4x8 =4x8 =4x4 =4x4 =3x4 =3x8 =3x6 =3x4 26 25 24 2322 21 20 19 18 17 16 27 281 2 3 4 5 6 7 8 9 1011 12 13 14 15 0-1-8 1-10-4 2-3-22-2-2 0-5-02-0-0 2-5-4 2-6-0 0-1-8 0-1-8 1-0-0 20-11-6 1-0-0 7-0-10 1-0-0 6-0-10 1-3-2 22-2-8 4-8-0 11-8-10 4-11-2 5-0-10 7-9-12 30-0-4 8-2-12 19-11-6 1-6-0 1-6-0 Scale = 1:51.9 Plate Offsets (X, Y):[1:Edge,0-0-12], [4:0-1-8,Edge], [6:0-1-8,Edge], [12:0-1-8,Edge], [19:0-1-8,Edge], [21:0-1-8,Edge], [25:0-1-8,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 0.69 Vert(LL)-0.20 17-18 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.52 Vert(CT)-0.26 17-18 >847 360 BCLL 0.0 Rep Stress Incr NO WB 0.56 Horz(CT)0.05 16 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 138 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 DF No.1&Btr(flat) BOT CHORD 2x4 DF 2400F 2.0E(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 6-0-0 oc bracing. REACTIONS (size)16= Mechanical, 21=0-5-8, 26=0-6-10 Max Grav 16=940 (LC 7), 21=1865 (LC 1), 26=578 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 26-27=-100/0, 27-28=-100/0, 1-28=-100/0, 15-16=-105/0, 1-2=0/0, 2-3=-1080/133, 3-4=-1080/133, 4-5=-384/643, 5-6=-384/643, 6-7=0/1303, 7-8=-2131/0, 8-9=-2131/0, 9-10=-2892/0, 10-11=-2892/0, 11-12=-2892/0, 12-13=-2490/0, 13-14=-2490/0, 14-15=0/0 BOT CHORD 25-26=0/842, 24-25=-133/1080, 23-24=-133/1080, 22-23=-1303/0, 21-22=-1303/0, 20-21=0/920, 19-20=0/2798, 18-19=0/2892, 17-18=0/2892, 16-17=0/1520 WEBS 3-25=-134/75, 4-24=0/157, 6-21=-875/0, 11-19=-575/20, 12-18=-96/59, 2-26=-956/0, 2-25=-181/279, 4-23=-1092/0, 5-23=-219/62, 6-23=0/1095, 7-21=-1997/0, 7-20=0/1460, 8-20=-265/0, 9-20=-856/0, 9-19=-39/746, 14-16=-1725/0, 14-17=0/1107, 13-17=-305/0, 12-17=-581/0 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)Refer to girder(s) for truss to truss connections. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 2033/A/Gar Rt-Floor I14772738F02Floor31M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:02 Page: 1 ID:xaN8a?lRBElyZtiYF7P3KJzMV?C-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 3x6 FP 3x6 FP=3x4 =3x4 =3x6 =3x4 =6x10 =3x4 =4x8 =6x6 =1.5x4 =3x6 =3x6 =1.5x4 =6x8 =3x4 =3x6 =3x6 =4x4 =5x6 =1.5x4 =1.5x4 =6x6 =4x10 =6x8 =1.5x4 =4x4 =3x6 =1.5x4 =4x6 =3x4 =3x4 34 18 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 35 37 36 381234567891011121314151617 0-6-0 0-7-140-1-8 1-4-02-3-5 0-1-82-0-0 2-4-82-5-4 2-6-0 0-1-8 0-1-8 0-1-8 33-8-7 0-1-12 5-2-13 1-0-0 18 -2-1 1-0-0 19-2-1 3-7-2 17 -2-1 4-11-9 5-1-1 6-1-2 33-6-15 8-3-12 27-5-13 8-4-2 13-6-15 1-6-0 1-6-0 Scale = 1:57.5 Plate Offsets (X, Y): [2:0-1-8,Edge], [6:0-1-8,Edge], [8:0-1-8,Edge], [9:0-1-8,Edge], [15:0-1-8,Edge], [17:0-1-8,Edge], [18:Edge,0-1-8], [19:0-3-0,Edge], [23:0-1-8,Edge], [24:0-3-0,Edge], [25:0-3-0,Edge], [29:0-3-0,Edge], [30:0-1-8,Edge], [34: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 0.42 Vert(LL)-0.31 26-27 >852 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(CT)-0.42 26-27 >642 360 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT)0.03 21 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 202 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 DF 2400F 2.0E(flat) BOT CHORD 2x4 DF 2400F 2.0E(flat) WEBS 2x4 DF No.1&Btr(flat) OTHERS 2x4 DF No.1&Btr(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 (size)18=0-5-6, 21=0-5-8, 32=0-3-8 Max Uplift 18=-498 (LC 6) Max Grav 18=190 (LC 5), 21=2298 (LC 4), 32=1687 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 34-35=0/13, 35-36=0/13, 1-36=0/13, 18-37=-156/580, 37-38=-156/580, 17-38=-156/580, 1-2=0/222, 2-3=0/1054, 3-4=0/1055, 4-5=-3077/0, 5-6=-3077/0, 6-7=-3899/0, 7-8=-3899/0, 8-9=-3363/0, 9-10=-1616/0, 10-11=-1616/0, 11-12=-1616/0, 12-13=-1616/0, 13-14=0/2715, 14-15=0/2715, 15-16=-86/1233, 16-17=-86/1233 BOT CHORD 33-34=0/0, 32-33=-222/0, 31-32=-409/1657, 30-31=-409/1657, 29-30=0/3077, 28-29=0/3077, 27-28=0/3077, 26-27=0/3363, 25-26=0/3363, 24-25=0/3363, 23-24=0/1616, 22-23=-495/0, 21-22=-495/0, 20-21=-1233/86, 19-20=-1233/86, 18-19=-2/0 WEBS 3-32=-266/0, 8-26=-514/43, 9-25=0/608, 14-21=-270/0, 8-27=-368/856, 4-32=-2257/0, 7-27=-349/0, 4-30=0/1728, 6-27=0/1228, 5-30=-328/0, 6-29=-607/0, 13-21=-2716/0, 9-24=-2060/0, 13-23=0/2110, 11-24=-72/149, 12-23=-308/0, 15-21=-1935/0, 17-19=-1379/97, 15-20=0/709, 16-19=-180/75, 1-33=-250/0, 2-32=-951/0, 2-33=0/159 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 18. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 2033/A/Gar Rt-Floor I14772739F03Floor11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:02 Page: 1 ID:oy1eeSC02nta0Ene4uGhduzMUdN-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 MT18HS 3x8 FP 3x6 FP =3x6 =3x4 =3x6 =3x4 =6x10 =3x4 =4x8 =6x6 =1.5x4 =3x6 =3x6 =1.5x4 =6x8 =3x4 =3x6 =3x6 =4x4 =5x6 =1.5x4 =1.5x4 =6x6 =4x10 =6x8 =1.5x4 =4x4 =3x6 =1.5x4 =4x6 =3x4 =3x6 33 32 31 30 29 28 27 26 25 2423 22 21 20 19 183436 35 371234567891011121314151617 0-1-80-1-8 0-11-15 2-0-0 2-4-8 0-6-0 0-7-141-4-0 2-6-0 0-1-8 0-1-8 0-1-8 32-5-13 0-1-12 4-0-3 1-0-0 17 -11-7 1-0-0 16-11-7 3-7-2 15-11-7 3-8-15 3-10-7 6-1-2 32-4-5 8-3-12 26-3-3 8-4-2 12-4-5 1-6-0 1-6-0 Scale = 1:55.6 Plate Offsets (X, Y): [2:0-1-8,Edge], [6:0-1-8,Edge], [8:0-1-8,Edge], [9:0-1-8,Edge], [15:0-1-8,Edge], [17:0-1-8,Edge], [19:0-3-0,Edge], [22:0-1-8,Edge], [23:0-3-0,Edge], [25:0-3-0,Edge], [29:0-3-0,Edge], [30:0-1-8,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 0.61 Vert(LL)-0.34 26-27 >782 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Vert(CT)-0.46 26-27 >581 360 MT18HS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT)0.03 21 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 195 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 DF No.1&Btr(flat) BOT CHORD 2x4 DF 2400F 2.0E(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 6-0-0 oc bracing. REACTIONS (size)18=0-5-6, 21=0-5-8, 31=0-3-8 Max Uplift 18=-487 (LC 6) Max Grav 18=180 (LC 5), 21=2289 (LC 4), 31=1529 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 33-34=0/12, 34-35=0/12, 1-35=0/12, 18-36=-143/569, 36-37=-143/569, 17-37=-143/569, 1-2=0/238, 2-3=0/638, 3-4=0/640, 4-5=-3160/0, 5-6=-3160/0, 6-7=-3968/0, 7-8=-3968/0, 8-9=-3432/0, 9-10=-1672/0, 10-11=-1672/0, 11-12=-1672/0, 12-13=-1672/0, 13-14=0/2649, 14-15=0/2649, 15-16=-61/1208, 16-17=-61/1208 BOT CHORD 32-33=0/0, 31-32=-238/0, 30-31=-30/1747, 29-30=0/3160, 28-29=0/3160, 27-28=0/3160, 26-27=0/3432, 25-26=0/3432, 24-25=0/3432, 23-24=0/3432, 22-23=0/1672, 21-22=-443/0, 20-21=-1208/61, 19-20=-1208/61, 18-19=0/0 WEBS 3-31=-187/0, 8-26=-525/14, 9-25=0/624, 14-21=-273/0, 8-27=-290/861, 4-31=-2202/0, 7-27=-342/0, 4-30=0/1660, 6-27=0/1147, 5-30=-307/0, 6-29=-593/0, 13-21=-2713/0, 9-23=-2075/0, 13-22=0/2107, 11-23=-71/139, 12-22=-297/0, 15-21=-1890/0, 17-19=-1351/69, 15-20=0/704, 16-19=-181/65, 1-32=-266/0, 2-32=0/189, 2-31=-597/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)Attach ribbon block to truss with 3-10d nails applied to flat face. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 18. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 2033/A/Gar Rt-Floor I14772740F04Floor11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:03 Page: 1 ID:nroeieACVmXPCE7R5?cqFMzMUWz-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x4 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 42 44 43 451234567891011121314151617181920 0-1-8 0-1-8 0-1-8 0-1-8 0-1-8 24-9-12 24 -6-12 24-8-4 1-6-0 1-6-0 Scale = 1:43.9 Plate Offsets (X, Y):[1:Edge,0-0-12], [41: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 0.07 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 21 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-R Weight: 94 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF 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 (size)21=24-9-12, 22=24-9-12, 23=24-9-12, 24=24-9-12, 25=24-9-12, 26=24-9-12, 27=24-9-12, 28=24-9-12, 29=24-9-12, 30=24-9-12, 31=24-9-12, 32=24-9-12, 33=24-9-12, 34=24-9-12, 35=24-9-12, 37=24-9-12, 38=24-9-12, 39=24-9-12, 40=24-9-12, 41=24-9-12 Max Grav 21=26 (LC 1), 22=112 (LC 1), 23=153 (LC 1), 24=145 (LC 1), 25=146 (LC 1), 26=146 (LC 1), 27=148 (LC 1), 28=146 (LC 1), 29=147 (LC 1), 30=147 (LC 1), 31=147 (LC 1), 32=147 (LC 1), 33=147 (LC 1), 34=147 (LC 1), 35=147 (LC 1), 37=147 (LC 1), 38=147 (LC 1), 39=147 (LC 1), 40=148 (LC 1), 41=52 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 41-42=-48/0, 42-43=-48/0, 1-43=-48/0, 21-44=-19/0, 44-45=-19/0, 20-45=-19/0, 1-2=-2/0, 2-3=-2/0, 3-4=-2/0, 4-5=-2/0, 5-6=-2/0, 6-7=-2/0, 7-8=-2/0, 8-9=-2/0, 9-10=-2/0, 10-11=-2/0, 11-12=-2/0, 12-13=-2/0, 13-14=-2/0, 14-15=-2/0, 15-16=-4/0, 16-17=-4/0, 17-18=-4/0, 18-19=-4/0, 19-20=-4/0 BOT CHORD 40-41=0/2, 39-40=0/2, 38-39=0/2, 37-38=0/2, 36-37=0/2, 35-36=0/2, 34-35=0/2, 33-34=0/2, 32-33=0/2, 31-32=0/2, 30-31=0/2, 29-30=0/2, 28-29=0/2, 27-28=0/2, 26-27=0/2, 25-26=0/4, 24-25=0/4, 23-24=0/4, 22-23=0/4, 21-22=0/4 WEBS 2-40=-133/0, 3-39=-134/0, 4-38=-133/0, 5-37=-133/0, 6-35=-133/0, 7-34=-133/0, 8-33=-133/0, 9-32=-133/0, 10-31=-133/0, 11-30=-133/0, 12-29=-133/0, 13-28=-133/0, 14-27=-135/0, 15-26=-133/0, 16-25=-132/0, 17-24=-132/0, 18-23=-138/0, 19-22=-106/0 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)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772741F05Floor Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:03 Page: 1 ID:9IY5CQQVkcg2kh9ou4O4iNzMUOu-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x4 =3x6 =4x4 =3x4 =3x4 =3x4 =3x4 =4x6 =4x8 =3x8 =3x4 =3x4 =3x4 26 25 24 23 22 21 20 19 18 17 16 15 27 29 28 301234567891011121314 0-1-80-1-8 2-0-02-0-6 2-4-8 0-6-00-7-8 0-7-14 2-6-0 0-1-8 24-9-12 0-1-8 0-1-8 1-0-0 9-3-6 1-0-0 10 -3-6 6-1-2 24-8-4 8-1-14 8-3-6 8-3-12 18-7-2 1-6-0 1-6-0 Scale = 1:43.9 Plate Offsets (X, Y):[1:Edge,0-0-12], [5:0-1-8,Edge], [6:0-1-8,Edge], [12:0-1-8,Edge], [13:0-1-8,Edge], [19:0-1-8,Edge], [20:0-1-8,Edge], [24:0-1-8,Edge], [25:0-1-8,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 0.52 Vert(LL)-0.25 22-24 >885 480 MT18HS 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(CT)-0.33 22-24 >660 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT)0.04 18 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 117 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 DF No.1&Btr(flat) BOT CHORD 2x4 DF 2400F 2.0E(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: 17-18,16-17,15-16. REACTIONS (size)15=0-5-6, 18=0-5-8, 26=0-3-6 Max Uplift 15=-218 (LC 3) Max Grav 15=242 (LC 4), 18=1761 (LC 1), 26=917 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 26-27=-112/0, 27-28=-112/0, 1-28=-112/0, 15-29=-135/0, 29-30=-135/0, 14-30=-135/0, 1-2=0/0, 2-3=-2365/0, 3-4=-2365/0, 4-5=-2365/0, 5-6=-2771/0, 6-7=-1885/0, 7-8=-1885/0, 8-9=-1885/0, 9-10=0/1422, 10-11=0/1422, 11-12=0/1422, 12-13=-200/568, 13-14=0/0 BOT CHORD 25-26=0/1485, 24-25=0/2365, 23-24=0/2771, 22-23=0/2771, 21-22=0/2771, 20-21=0/2771, 19-20=0/1885, 18-19=0/561, 17-18=-568/200, 16-17=-568/200, 15-16=-568/200 WEBS 5-22=-99/98, 6-21=0/203, 11-18=-263/0, 5-24=-619/0, 2-26=-1685/0, 4-24=-56/132, 2-25=0/1052, 3-25=-344/0, 9-18=-2066/0, 6-20=-1140/0, 9-19=0/1557, 7-20=0/227, 8-19=-443/0, 12-18=-1182/0, 13-15=-225/641, 12-17=0/283, 13-16=-240/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Attach ribbon block to truss with 3-10d nails applied to flat face. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 15. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 2033/A/Gar Rt-Floor I14772742F06Floor31M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:04 Page: 1 ID:lozfrfCGRasq1gdICE3Jq5zMUNt-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x6 =3x6 =4x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =4x6 =4x8 =3x10 =1.5x4 =1.5x4 =1.5x4 26 25 24 23 22 21 20 19 18 17 16 15 27 281234567891011121314 0-6-0 0-7-20-7-82-6-0 0-1-82-0-0 2-2-4 2-3-12 0-1-8 24 -11-10 1-0-0 9-5-4 1-0-0 10-5-4 6-1-2 24-10-2 8-3-12 18-9-0 8-5-4 8-5-4 1-6-0 1-6-0 Scale = 1:44.1 Plate Offsets (X, Y):[5:0-1-8,Edge], [6:0-1-8,Edge], [12:0-1-8,Edge], [13:0-1-8,Edge], [19:0-1-8,Edge], [20:0-1-8,Edge], [24:0-1-8,Edge], [25:0-1-8,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 0.54 Vert(LL)-0.26 22-24 >854 480 MT18HS 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(CT)-0.35 22-24 >636 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT)0.04 18 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 120 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 DF No.1&Btr(flat) BOT CHORD 2x4 DF 2400F 2.0E(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: 17-18,16-17,15-16. REACTIONS (size)15=0-5-6, 18=0-5-8, 26=0-5-4 Max Uplift 15=-233 (LC 3) Max Grav 15=237 (LC 4), 18=1792 (LC 1), 26=925 (LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-26=-113/0, 15-27=-134/0, 27-28=-134/0, 14-28=-134/0, 1-2=0/0, 2-3=-2453/0, 3-4=-2453/0, 4-5=-2453/0, 5-6=-2810/0, 6-7=-1875/0, 7-8=-1875/0, 8-9=-1875/0, 9-10=0/1477, 10-11=0/1477, 11-12=0/1477, 12-13=-193/593, 13-14=0/0 BOT CHORD 25-26=0/1530, 24-25=0/2453, 23-24=0/2810, 22-23=0/2810, 21-22=0/2810, 20-21=0/2810, 19-20=0/1875, 18-19=0/561, 17-18=-593/193, 16-17=-593/193, 15-16=-593/193 WEBS 5-22=-110/91, 6-21=0/214, 11-18=-274/0, 5-24=-588/0, 2-26=-1727/0, 4-24=-67/122, 2-25=0/1082, 3-25=-338/0, 9-18=-2132/0, 6-20=-1190/0, 9-19=0/1554, 7-20=0/238, 8-19=-448/0, 12-18=-1219/0, 13-15=-218/669, 12-17=0/294, 13-16=-252/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x4 MT20 unless otherwise indicated. 4)Attach ribbon block to truss with 3-10d nails applied to flat face. 5)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 15. 6)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 2033/A/Gar Rt-Floor I14772743F07Floor11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:04 Page: 1 ID:2VXR96K_mrSn3pf_aZiuZUzMUMR-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x6 =4x6 =4x6 =1.5x4 =1.5x4 =3x4 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =1.5x4 =1.5x4 =4x4 =4x6 =3x6 =1.5x4 18 17 16 15 14 13 12 11 1 2 3 4 5 6 7 8 9 10 0-7-8 0-7-8 2-6-0 2-0-0 1-11-62-1-2 1-0-0 9-2-10 1-0-0 10-2-10 8-0-14 18-3-8 8-2-10 8-2-10 1-6-0 1-6-0 Scale = 1:35.3 Plate Offsets (X, Y):[1:Edge,0-0-12], [5:0-1-8,Edge], [6:0-1-8,Edge], [12:0-1-8,Edge], [13:0-1-8,Edge], [16:0-1-8,Edge], [17:0-1-8,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 0.51 Vert(LL)-0.25 15-16 >864 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(CT)-0.34 15-16 >648 360 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT)0.05 11 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 85 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 DF No.1&Btr(flat) BOT CHORD 2x4 DF 2400F 2.0E(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 (size)11= Mechanical, 18=0-2-10 Max Grav 11=999 (LC 1), 18=999 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-18=-113/0, 10-11=-114/0, 1-2=0/0, 2-3=-2673/0, 3-4=-2673/0, 4-5=-2673/0, 5-6=-3314/0, 6-7=-2623/0, 7-8=-2623/0, 8-9=-2623/0, 9-10=0/0 BOT CHORD 17-18=0/1637, 16-17=0/2673, 15-16=0/3314, 14-15=0/3314, 13-14=0/3314, 12-13=0/2623, 11-12=0/1638 WEBS 5-15=-72/173, 6-14=-63/182, 5-16=-925/0, 2-18=-1858/0, 4-16=-30/202, 2-17=0/1228, 3-17=-389/0, 6-13=-962/0, 9-11=-1859/0, 7-13=-22/212, 9-12=0/1193, 8-12=-395/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x4 MT20 unless otherwise indicated. 3)Refer to girder(s) for truss to truss connections. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 18. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 2033/A/Gar Rt-Floor I14772744F08Floor51M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:04 Page: 1 ID:Q5Vucic5ZjxbPGKYMX7_P3zMUKm-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =1.5x4 =3x4 =3x6 =3x4 =3x6 =3x6 =4x4 =1.5x4 =1.5x4 =3x4 =3x8 =1.5x4 =3x4 =3x4 =1.5x4 =1.5x4 =3x4 =1.5x4 =3x10 =4x4 =1.5x4 MSH222 -2 MSH422 23 22 21 20 19 18 17 16 15 14 13 24 251 2 3 26 4 5 6 7 8 9 10 11 12 0-1-8 1-5-101-6-0 2-0-0 1-9-0 2-0-0 2-1-22-6-0 0-1-8 0-1-8 1-0-0 17-6-12 1-0-0 16-6-12 1-10-8 2-0-0 2-0-0 4-0-0 4-9-6 15-6-12 4-10 -8 22-5-4 6-9-6 10-9-6 1-6-0 1-6-0 Scale = 1:40.3 Plate Offsets (X, Y):[4:0-1-8,Edge], [5:0-1-8,Edge], [10:0-1-8,Edge], [12:0-1-8,Edge], [16:0-1-8,Edge], [23: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 0.70 Vert(LL)-0.10 14-15 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(CT)-0.13 14-15 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT)0.02 13 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 97 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 DF No.1&Btr(flat) *Except* 8-12:2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 HF No.2(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: 21-22,16-17. REACTIONS (size)13=0-1-8, 17=0-6-12, 21=2-0-0, 22=2-0-0 Max Grav 13=585 (LC 13), 17=1579 (LC 14), 21=1460 (LC 13), 22=612 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 23-24=0/9, 24-25=0/9, 1-25=0/9, 12-13=-580/0, 1-2=0/559, 2-3=0/559, 3-26=0/833, 4-26=0/833, 4-5=-1149/0, 5-6=0/721, 6-7=0/721, 7-8=-1106/0, 8-9=-1106/0, 9-10=-1106/0, 10-11=-780/0, 11-12=-780/0 BOT CHORD 22-23=0/0, 21-22=-833/0, 20-21=0/1149, 19-20=0/1149, 18-19=0/1149, 17-18=0/1149, 16-17=-27/604, 15-16=0/1106, 14-15=0/1106, 13-14=0/0 WEBS 2-22=-182/25, 3-21=-659/0, 6-17=-310/0, 9-16=-272/0, 10-15=-55/13, 1-22=-686/0, 3-22=-39/470, 4-21=-1801/0, 5-17=-1537/0, 4-19=-2/28, 5-18=0/32, 7-17=-1142/0, 7-16=0/647, 10-14=-368/0, 11-14=-304/0, 12-14=0/929 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)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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. 9)Use MiTek MSH222-2 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) to back face of top chord. 10)Use MiTek MSH422 (With 10d nails into Girder & 6-10d nails into Truss) or equivalent at 8-1-12 from the left end to connect truss(es) to back face of top chord. 11)Fill all nail holes where hanger is in contact with lumber. 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: 13-23=-10, 1-12=-100 Concentrated Loads (lb) Vert: 1=-300, 5=-488 (B), 26=-473 (B) Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772745F09Floor Girder 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:05 Page: 1 ID:Nh_EGobzKDQQMwJTvSxtq2zMUkd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =1.5x4 =3x6 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =3x8 =1.5x4 22 21 20 19 18 17 16 15 14 13 23 241 2 3 4 5 6 7 8 9 10 11 25 12 0-1-8 2-0-02-1-22-6-0 0-8-10 2-0-01-9-0 0-1-8 0-1-8 0-1-12 2-1-12 1-0-0 16-6-12 1-0-0 17-6-12 1-10-8 2-0-0 4-9-6 15-6-12 4-10 -8 22-5-4 8-7-10 10 -9-6 1-6-0 1-6-0 Scale = 1:40.3 Plate Offsets (X, Y):[5:0-1-8,Edge], [10:0-1-8,Edge], [12:0-1-8,Edge], [16:0-1-8,Edge], [19:0-1-8,Edge], [22: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 0.57 Vert(LL)-0.09 14-15 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.53 Vert(CT)-0.12 19-21 >859 360 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT)0.02 13 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 98 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF 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 6-0-0 oc bracing. REACTIONS (size)13=0-5-4, 17=0-6-12, 21=0-3-8 Max Grav 13=608 (LC 11), 17=1154 (LC 4), 21=935 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 22-23=-7/0, 23-24=-7/0, 1-24=-7/0, 12-13=-602/0, 1-2=0/399, 2-3=0/401, 3-4=-629/153, 4-5=-629/153, 5-6=-85/550, 6-7=-85/550, 7-8=-1205/0, 8-9=-1205/0, 9-10=-1205/0, 10-11=-811/0, 11-25=-811/0, 12-25=-811/0 BOT CHORD 21-22=0/0, 20-21=-227/455, 19-20=-227/455, 18-19=-153/629, 17-18=-153/629, 16-17=0/761, 15-16=0/1205, 14-15=0/1205, 13-14=0/0 WEBS 2-21=-251/0, 6-17=-284/0, 9-16=-247/0, 10-15=-40/28, 1-21=-488/0, 3-21=-835/0, 5-17=-854/0, 3-19=-61/197, 4-19=-82/0, 5-18=-17/112, 7-17=-1118/0, 7-16=0/581, 10-14=-445/0, 11-14=-295/0, 12-14=0/966 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 13-22=-10, 1-12=-100 Concentrated Loads (lb) Vert: 1=-200 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772746F10Floor11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:05 Page: 1 ID:tID1wFKYANNKwybCOVBje0zMUvI-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =1.5x4 =3x6 =1.5x4 =1.5x4 =3x6 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =3x6 22 21 20 19 18 17 16 15 14 13 23 24 25123456789101112 0-1-8 1-7-142-1-22-6-0 0-8-10 0-1-82-0-01-9-0 0-1-8 0-1-8 0-1-12 2-1-12 1-0-0 16-6-12 1-0-0 17 -6-12 1-10-8 2-0-0 4-7-14 22 -2-10 4-9-6 15 -6-12 8-7-10 10-9-6 1-6-0 1-6-0 Scale = 1:39.9 Plate Offsets (X, Y):[5:0-1-8,Edge], [10:0-1-8,Edge], [12:0-1-8,Edge], [16:0-1-8,Edge], [19:0-1-8,Edge], [22: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 0.57 Vert(LL)-0.08 19-21 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.49 Vert(CT)-0.12 19-21 >851 360 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(CT)0.02 13 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 99 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF 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 6-0-0 oc bracing. REACTIONS (size)13=0-2-10, 17=0-6-12, 21=0-3-8 Max Grav 13=583 (LC 11), 17=1147 (LC 13), 21=934 (LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 22-23=-7/0, 23-24=-7/0, 1-24=-7/0, 13-25=-579/0, 12-25=-578/0, 1-2=0/399, 2-3=0/401, 3-4=-618/167, 4-5=-618/167, 5-6=-68/563, 6-7=-68/563, 7-8=-68/563, 8-9=-1133/0, 9-10=-1133/0, 10-11=-699/0, 11-12=-699/0 BOT CHORD 21-22=0/0, 20-21=-234/450, 19-20=-234/450, 18-19=-167/618, 17-18=-167/618, 16-17=0/716, 15-16=0/1133, 14-15=0/1133, 13-14=0/26 WEBS 2-21=-251/0, 7-17=-282/0, 9-16=-236/0, 10-15=-33/31, 1-21=-488/0, 3-21=-828/0, 5-17=-859/0, 3-19=-66/190, 4-19=-80/0, 5-18=-16/113, 8-17=-1092/0, 8-16=0/549, 10-14=-490/0, 11-14=-274/0, 12-14=0/850 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 13. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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. 9)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down at 0-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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: 13-22=-10, 1-12=-100 Concentrated Loads (lb) Vert: 1=-200 (F) Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772747F11Floor51M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:06 Page: 1 ID:KKZ?a5htzuMUDDnF_fG2gYzMUxP-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =6x8 =3x8 =1.5x4 =3x4 =3x4 =3x4 =3x4 =1.5x4 9 8 7 6 1 2 3 4 5 0-1-8 2-6-0 3-3-8 1-6-8 2-4-12 0-1-8 0-1-8 0-1-12 2-1-12 1-10 -8 2-0-0 8-11-0 11-0-12 1-6-0 1-6-0 Scale = 1:31.5 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 0.14 Vert(LL)-0.01 7-8 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.11 Vert(CT)-0.02 7-8 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT)0.00 6 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 86 lb FT = 11% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x6 DF SS 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 (size)6=0-6-12, 8=0-3-8 Max Grav 6=432 (LC 4), 8=960 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-19/0, 5-6=-173/0, 1-2=0/422, 2-3=0/422, 3-4=-755/0, 4-5=-64/0 BOT CHORD 8-9=-22/0, 7-8=-143/495, 6-7=0/755 WEBS 2-8=-291/0, 1-8=-493/0, 3-8=-872/0, 4-6=-730/0, 3-7=0/330, 4-7=-115/0 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: 2x4 - 1 row 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)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 6-9=-10, 1-5=-100 Concentrated Loads (lb) Vert: 1=-200 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772748F12Floor Girder 1 2M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:06 Page: 1 ID:iPT?VlB8B4Lf_LbDl9sCG4zMUnk-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x4 =4x8 =3x8 =1.5x4 =1.5x4 =3x4 =3x8 =3x8 =3x4 9 8 7 6 1 2 3 4 5 0-1-8 1-8-8 2-6-0 2-11-8 0-1-8 0-1-8 10-10-8 11-0-0 1-6-0 1-6-0 Scale = 1:28.7 Plate Offsets (X, Y):[2:0-3-8,0-1-8], [9:0-3-0,0-2-0] 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 0.73 Vert(LL)-0.03 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(CT)-0.21 6-7 >611 360 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT)0.04 6 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 93 lb FT = 11% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 DF Stud OTHERS 2x6 DF SS BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)6= Mechanical, 9=0-5-8 Max Grav 6=3772 (LC 1), 9=3772 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-1115/0, 5-6=-839/0, 1-2=-467/0, 2-3=-7748/0, 3-4=-7748/0, 4-5=-283/0 BOT CHORD 8-9=0/7748, 7-8=0/7748, 6-7=0/6420 WEBS 4-6=-6750/0, 2-9=-7758/0, 4-7=0/1592, 2-8=0/315, 3-7=-918/0 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: 2x4 - 1 row 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)Refer to girder(s) for truss to truss connections. 5)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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 1)Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (lb/ft) Vert: 6-9=-10, 1-5=-700 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772749F13Floor Girder 1 2M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:06 Page: 1 ID:Nh_EGobzKDQQMwJTvSxtq2zMUkd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =3x4 =1.5x4 10 9 8 7 11 12 1 2 3 4 5 6 0-1-8 2-4-8 0-6-02-6-0 0-1-8 0-1-8 10-10 -8 11-0-0 1-6-0 1-6-0 Scale = 1:32.5 Plate Offsets (X, Y):[1:Edge,0-0-12], [8:0-1-8,Edge], [9:0-1-8,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 0.35 Vert(LL)-0.06 7-8 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.39 Vert(CT)-0.12 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT)0.02 7 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 48 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF 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 (size)7= Mechanical, 10=0-5-8 Max Grav 7=591 (LC 1), 10=591 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 10-11=-102/0, 11-12=-102/0, 1-12=-102/0, 6-7=-100/0, 1-2=0/0, 2-3=-1189/0, 3-4=-1189/0, 4-5=-1189/0, 5-6=0/0 BOT CHORD 9-10=0/875, 8-9=0/1189, 7-8=0/876 WEBS 5-7=-994/0, 2-10=-993/0, 5-8=0/407, 2-9=0/414, 3-9=-141/0, 4-8=-139/0 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)Refer to girder(s) for truss to truss connections. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772750F14Floor11M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:06 Page: 1 ID:Nh_EGobzKDQQMwJTvSxtq2zMUkd-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x4 =3x4 =3x4 =1.5x4 7 6 5 8 9 1 2 3 4 0-1-8 2-6-0 1-3-12 2-7-3 0-1-8 0-1-8 0-1-12 2-11-15 2-8-11 2-10-3 3-11-0 6-10-15 1-6-0 1-6-0 Scale = 1:28.2 Plate Offsets (X, Y):[1:Edge,0-0-12], [2:0-1-8,Edge], [6:0-1-8,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 0.79 Vert(LL)0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(CT)-0.02 5-6 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT)0.00 5 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-P Weight: 34 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 DF No.1&Btr(flat) BOT CHORD 2x4 HF 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 6-0-0 oc bracing. REACTIONS (size)5=0-3-8, 6=0-3-8 Max Grav 5=779 (LC 4), 6=1210 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-8=-84/17, 8-9=-84/17, 1-9=-84/17, 4-5=-139/0, 1-2=0/0, 2-3=-18/181, 3-4=0/0 BOT CHORD 6-7=-181/18, 5-6=0/635 WEBS 2-6=-783/0, 2-7=-21/203, 3-6=-812/0, 3-5=-897/0 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)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 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: 5-7=-10, 1-2=-100, 2-4=-400 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772751F15Floor Girder 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:06 Page: 1 ID:dvxJbapdxKkvd4gKS2tQEDzMUHx-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x4 =3x6 =3x4 =1.5x4 =1.5x4 =3x4 =3x4 =3x4 =1.5x4 9 8 7 6 10 1112345 1-2-6 2-6-0 0-6-0 0-1-8 0-1-8 6-1-12 6-0-4 6-0-4 1-6-0 1-6-0 Scale = 1:32.1 Plate Offsets (X, Y):[2:0-1-8,Edge], [7:0-1-8,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 0.33 Vert(LL)-0.02 6-7 >999 480 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.18 Vert(CT)-0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT)0.00 6 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-S Weight: 32 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF 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 (size)6=0-5-4, 9= Mechanical Max Grav 6=321 (LC 1), 9=321 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-53/10, 6-10=-103/0, 10-11=-103/0, 5-11=-103/0, 1-2=0/0, 2-3=-287/0, 3-4=-287/0, 4-5=0/0 BOT CHORD 8-9=0/287, 7-8=0/287, 6-7=0/373 WEBS 4-6=-423/0, 2-9=-405/0, 4-7=-152/25, 2-8=-4/62, 3-7=0/100 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)Refer to girder(s) for truss to truss connections. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 Job Truss Truss Type Qty Ply 2033/A/Gar Rt-Floor I14772752F16Floor91M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:07 Page: 1 ID:2NIRCIH9Dq6bFq?ncf31AyzMUG1-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 =3x4 =3x6 =3x4 =3x4 =3x4 =3x4 11 10 9 8 7 6 12 13 1 2 3 4 5 1-2-6 2-6-0 0-6-0 0-1-8 0-1-8 6-1-12 6-0-4 6-0-4 1-6-0 1-6-0 Scale = 1:28.9 Plate Offsets (X, Y):[2:0-1-8,Edge], [8:0-1-8,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)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horiz(TL)0.00 6 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-P Weight: 37 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 DF Stud(flat) OTHERS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 6-1-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)6=6-1-12, 7=6-1-12, 8=6-1-12, 9=6-1-12, 10=6-1-12, 11=6-1-12 Max Grav 6=189 (LC 1), 7=23 (LC 1), 8=207 (LC 1), 9=180 (LC 1), 10=14 (LC 1), 11=28 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-56/0, 6-12=-104/0, 12-13=-104/0, 5-13=-104/0, 1-2=0/0, 2-3=0/33, 3-4=0/33, 4-5=0/0 BOT CHORD 10-11=-33/0, 9-10=-33/0, 8-9=-33/0, 7-8=0/143, 6-7=0/143 WEBS 4-6=-162/0, 2-11=0/46, 4-8=-260/0, 2-9=-185/0, 3-8=-2/0 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)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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 2033/A/Gar Rt-Floor I14772753F17Floor Supported Gable 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:07 Page: 1 ID:NWc3d4FrW5_r9TEsSdyUcczMUCC-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 5 4 1 23 1-5-0 1-8-8 1-8-8 1-6-0 1-6-0 Scale = 1:21.7 Plate Offsets (X, Y):[5: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 0.12 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horiz(TL)0.00 3 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-P Weight: 10 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 1-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-8-8, 4=1-8-8, 5=1-8-8 Max Horiz 5=-21 (LC 5) Max Uplift 3=-180 (LC 1), 4=-258 (LC 8), 5=-288 (LC 7) Max Grav 3=-17 (LC 7), 4=454 (LC 3), 5=321 (LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-313/293, 2-4=-280/0, 1-2=-306/306, 2-3=-21/21 BOT CHORD 4-5=-306/306 WEBS 1-4=-452/452 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Gable requires continuous bottom chord bearing. 3)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 5, 258 lb uplift at joint 4 and 180 lb uplift at joint 3. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 350 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-8 for 204.9 plf. 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 2033/A/Gar Rt-Floor I14772754Z1Floor Blocking 7 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:07 Page: 1 ID:A1unYlc9b0YA2ReLN4yD0kzMU99-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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 5 4 1 23 1-3-4 1-6-12 1-6-12 1-6-0 1-6-0 Scale = 1:21.7 Plate Offsets (X, Y):[5: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 0.10 Vert(LL)n/a -n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Vert(TL)n/a -n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horiz(TL)0.00 3 n/a n/a BCDL 5.0 Code IRC2018/TPI2014 Matrix-P Weight: 9 lb FT = 20%F, 11%E LUMBER TOP CHORD 2x4 HF No.2(flat) BOT CHORD 2x4 HF No.2(flat) WEBS 2x4 DF Stud(flat) BRACING TOP CHORD Structural wood sheathing directly applied or 1-6-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)3=1-6-12, 4=1-6-12, 5=1-6-12 Max Horiz 5=-23 (LC 5) Max Uplift 3=-138 (LC 1), 4=-293 (LC 8), 5=-319 (LC 7) Max Grav 3=-11 (LC 7), 4=434 (LC 3), 5=349 (LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-342/323, 2-4=-229/0, 1-2=-305/305, 2-3=-23/23 BOT CHORD 4-5=-305/305 WEBS 1-4=-472/472 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Gable requires continuous bottom chord bearing. 3)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 5, 293 lb uplift at joint 4 and 138 lb uplift at joint 3. 4)This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a total drag load of 350 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-12 for 224.0 plf. 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 2033/A/Gar Rt-Floor I14772755Z2Floor Blocking 1 1M-2050-05 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.91 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Jun 02 11:57:07 Page: 1 ID:?4x1nV7Z9QIRYfhMCqiXa5zMU7C-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f June 3,2023 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