Loading...
Roof Truss Engineering - ATri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 M-2050-03 The Truss Company (Sumner). August 20, 2024.My license renewal date for the state of Washington is Pages or sheets covered by this seal: 2509/A/Gar LT-Roof Terry Powell May 12,2023 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 I14746539I14746526 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 412 =4x6 =5x8 =4x6 =4x4 =5x16 =4x4 =3x6 =5x12 =3x6 =3x6 =MT18HS 6x16 =5x8 =3x8 =5x16 =3x6 =3x6 =5x12 =3x6 =4x4 =MT18HS 6x16 =4x4 =4x6 1 44 43 4241 40 39 38373635 34 33 32 31 30 29 28 27 26 2524 23 22212019 18 17 1615 14 13 2 12 100 99113 4 10 9895 6 897101 7 1-6-0 -1-6-0 1-10-5 18-4-6 1-10-5 31-5-15 3-9-14 35-3-14 3-9-14 16 -6-1 5-8-3 41 -0-1 5-8-3 12-8-2 5-7-10 29 -7-10 5-7-10 24-0-0 6-11-15 48-0-0 6-11-15 6-11-15 5-7-10 29 -7-10 5-7-10 24-0-0 5-8-3 35-3-14 5-8-3 41 -0-1 5-8-3 18-4-6 5-8-3 12-8-2 6-11-15 48-0-0 6-11-15 6-11-15 8-9-11 0-3-15 0-3-8 0-3-8 2-0-2 2-3-10 0-2-0 2-5-11 1-8-11 4-2-6 0-1-13 4-4-4 1-8-14 6-1-2 0-1-12 6-2-14 1-8-12 7-11 -11 0-4-4 8-3-15 Scale = 1:84.3 Plate Offsets (X, Y): [2:0-0-4,0-2-10], [2:0-3-9,Edge], [3:0-7-4,0-2-8], [4:0-5-8,0-2-8], [4:0-1-7,Edge], [8:0-5-11,0-2-0], [10:0-6-0,0-1-4], [10:0-1-8,Edge], [11:0-4-7,0-1-1], [52:0-1-11,0-1-0], [61:0-2-0,0-0-6], [63:0-1-12,0-1-0], [65:0-2-0,0-0-15], [65:0-1-1,Edge], [75:0-1-11,0-1-0], [84:0-2-0,0-0-6], [85:0-1-12,0-1-0], [88:0-2-0,0-0-12], [88:0-1-0,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL)-0.02 44-93 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.29 Vert(CT)-0.03 44-93 >999 240 MT18HS 185/148 TCDL 8.0 Rep Stress Incr YES WB 0.43 Horz(CT)0.01 94 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 406 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* 29-7,29-6,29-8:2x4 HF No.2 OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-29, 8-29 REACTIONS (size)2=48-0-0, 12=48-0-0, 13=48-0-0, 14=48-0-0, 15=48-0-0, 16=48-0-0, 17=48-0-0, 18=48-0-0, 19=48-0-0, 20=48-0-0, 22=48-0-0, 23=48-0-0, 24=48-0-0, 25=48-0-0, 26=48-0-0, 27=48-0-0, 28=48-0-0, 29=48-0-0, 30=48-0-0, 31=48-0-0, 32=48-0-0, 33=48-0-0, 34=48-0-0, 35=48-0-0, 37=48-0-0, 38=48-0-0, 39=48-0-0, 40=48-0-0, 41=48-0-0, 42=48-0-0, 43=48-0-0, 44=48-0-0, 91=48-0-0, 94=48-0-0 Max Horiz 2=115 (LC 12), 91=115 (LC 12) Max Uplift 2=-96 (LC 8), 12=-56 (LC 9), 14=-1 (LC 5), 16=-171 (LC 9), 19=-84 (LC 9), 20=-16 (LC 5), 24=-104 (LC 13), 25=-18 (LC 5), 29=-149 (LC 8), 33=-112 (LC 12), 37=-16 (LC 5), 38=-85 (LC 12), 41=-165 (LC 12), 42=-12 (LC 12), 43=-107 (LC 1), 44=-44 (LC 12), 91=-96 (LC 8), 94=-56 (LC 9) Max Grav 2=353 (LC 19), 12=216 (LC 20), 13=134 (LC 5), 14=1 (LC 13), 15=53 (LC 5), 16=493 (LC 20), 17=14 (LC 5), 18=99 (LC 5), 19=390 (LC 20), 20=-4 (LC 13), 22=44 (LC 5), 23=67 (LC 5), 24=511 (LC 20), 25=-4 (LC 9), 26=48 (LC 5), 27=44 (LC 5), 28=46 (LC 5), 29=516 (LC 20), 30=45 (LC 5), 31=46 (LC 5), 32=44 (LC 5), 33=482 (LC 19), 34=68 (LC 5), 35=43 (LC 5), 37=-4 (LC 12), 38=371 (LC 19), 39=99 (LC 5), 40=14 (LC 5), 41=480 (LC 19), 42=80 (LC 1), 43=46 (LC 12), 44=230 (LC 1), 91=353 (LC 19), 94=216 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-97=-25/115, 8-97=-61/74, 8-9=-25/74, 9-98=-45/67, 10-98=-109/65, 10-11=-113/59, 11-99=-10/64, 12-99=-56/3, 1-2=0/31, 2-100=-103/132, 3-100=-93/194, 3-4=-83/73, 4-5=-96/74, 5-6=-22/83, 6-101=-58/74, 7-101=-25/115 BOT CHORD 2-44=-117/84, 43-44=-117/84, 42-43=-117/84, 41-42=-117/84, 40-41=-56/71, 39-40=-56/71, 38-39=-56/71, 37-38=-27/92, 36-37=-27/92, 35-36=-27/92, 34-35=-27/92, 33-34=-27/92, 32-33=-50/124, 31-32=-50/124, 30-31=-50/124, 29-30=-50/124, 28-29=-46/104, 27-28=-46/104, 26-27=-46/104, 25-26=-46/104, 24-25=-46/104, 23-24=-17/62, 22-23=-17/62, 21-22=-17/62, 20-21=-17/62, 19-20=-17/62, 18-19=0/84, 17-18=0/84, 16-17=0/84, 15-16=-6/31, 14-15=-6/31, 13-14=-6/31, 12-13=-6/31 WEBS 7-29=-351/94, 8-24=-467/97, 6-33=-455/102, 6-29=-134/82, 4-33=-34/49, 3-41=-514/185, 3-38=0/65, 10-19=-327/90, 11-19=-57/65, 10-24=-44/61, 8-29=-149/87, 11-16=-492/187, 4-38=-348/108 NOTES Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746526A00Common Structural Gable 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:21 Page: 1 ID:cjFOCrqKuQGm0beSGnJl5lzS?iq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 12,2023 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)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 3-3-10, Interior (1) 3-3-10 to 19-2-9, Exterior(2R) 19-2-9 to 28-9-12, Interior (1) 28-9-12 to 42-11-10, Exterior(2E) 42-11-10 to 47-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 2x4 MT20 unless otherwise indicated. 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 2, 56 lb uplift at joint 12, 149 lb uplift at joint 29, 104 lb uplift at joint 24, 112 lb uplift at joint 33, 165 lb uplift at joint 41, 85 lb uplift at joint 38, 84 lb uplift at joint 19, 171 lb uplift at joint 16, 18 lb uplift at joint 25, 16 lb uplift at joint 20, 1 lb uplift at joint 14, 16 lb uplift at joint 37, 12 lb uplift at joint 42, 107 lb uplift at joint 43, 44 lb uplift at joint 44, 96 lb uplift at joint 2 and 56 lb uplift at joint 12. 13)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. 14)No notches allowed in overhang and 10600 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746526A00Common Structural Gable 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:21 Page: 2 ID:cjFOCrqKuQGm0beSGnJl5lzS?iq-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 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 412 =4x10 =2x4 =3x6 =4x4 =3x6 =6x6 =3x6 =4x4 =3x6 =5x6 =4x8 =3x6 =4x4 =3x6 =6x6 =3x6 =4x4 =3x6 =2x4 =4x10 1 2 12 21 20 19 18 17 16 15 14 13 29 28 3 11 104 2795682630 7 1-6-0 -1-6-0 5-8-3 35 -3-14 5-8-3 41-0-1 5-8-3 18 -4-6 5-8-3 12 -8-2 5-7-10 29 -7-10 5-7-10 24 -0-0 6-11-15 48-0-0 6-11-15 6-11-15 5-7-10 29 -7-10 5-7-10 24 -0-0 5-8-3 35 -3-14 5-8-3 41-0-1 5-8-3 18 -4-6 5-8-3 12 -8-2 6-11-15 48-0-0 6-11-15 6-11-15 8-9-11 0-3-15 8-3-15 Scale = 1:84.2 Plate Offsets (X, Y):[2:0-1-6,0-0-2], [12:0-1-6,0-0-2] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL)-0.44 17-18 >999 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.51 Vert(CT)-0.70 17-18 >819 240 TCDL 8.0 Rep Stress Incr YES WB 0.80 Horz(CT)0.17 12 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 256 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-17, 8-17 REACTIONS (size)2=0-5-8, 12= Mechanical Max Horiz 2=102 (LC 12) Max Uplift 2=-368 (LC 8), 12=-329 (LC 9) Max Grav 2=2018 (LC 1), 12=1916 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-26=-3066/771, 8-26=-3129/756, 8-9=-3745/882, 9-27=-3782/875, 10-27=-3852/873, 10-11=-4594/991, 11-28=-5292/1134, 12-28=-5367/1125, 1-2=0/31, 2-29=-5359/1086, 3-29=-5318/1097, 3-4=-4600/982, 4-5=-3853/870, 5-6=-3747/879, 6-30=-3129/756, 7-30=-3066/771 BOT CHORD 2-21=-978/5045, 20-21=-978/5045, 19-20=-803/4308, 18-19=-803/4308, 17-18=-645/3600, 16-17=-649/3599, 15-16=-812/4302, 14-15=-812/4302, 13-14=-1014/5040, 12-13=-1014/5040 WEBS 7-17=-329/1594, 8-16=-77/582, 6-18=-77/584, 6-17=-1205/259, 4-20=-27/386, 4-18=-878/213, 3-21=0/242, 3-20=-799/202, 11-13=0/239, 10-14=-30/380, 11-14=-797/218, 10-16=-872/213, 8-17=-1229/259 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 3-3-10, Interior (1) 3-3-10 to 19-2-6, Exterior(2R) 19-2-6 to 28-9-10, Interior (1) 28-9-10 to 43-1-10, Exterior(2E) 43-1-10 to 47-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are 3x6 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 2 and 329 lb uplift at joint 12. 11)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746527A01Common91M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:24 Page: 1 ID:dyiP6Svz0Ty6eaysDabSsqzS?ve-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 412 =4x8 =2x4 =3x6 =4x4 =3x6 =6x6 =3x6 =4x4 =3x6 =5x6 =4x8 =3x6 =4x4 =3x6 =6x6 =3x6 =4x4 =3x6 =2x4 =4x8 131122 22 21 20 19 18 17 16 15 14 2930 3 11 4 10 31 2895682732 7 1-6-0 -1-6-0 2-2-5 50-2-5 5-8-3 35-3-14 5-8-3 41 -0-1 5-8-3 18-4-6 5-8-3 12-8-2 5-7-10 29-7-10 5-7-10 24 -0-0 6-11-15 48-0-0 6-11-15 6-11-15 5-7-10 29-7-10 5-7-10 24 -0-0 5-8-3 35-3-14 5-8-3 41 -0-1 5-8-3 18-4-6 5-8-3 12-8-2 6-11-15 48-0-0 6-11-15 6-11-15 9-0-7 0-3-15 8-3-15 Scale = 1:87.5 Plate Offsets (X, Y):[2:0-5-6,0-1-0], [12:0-5-6,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL)-0.44 18-19 >999 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.48 Vert(CT)-0.71 18-19 >810 240 TCDL 8.0 Rep Stress Incr YES WB 0.80 Horz(CT)-0.17 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 259 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-18, 6-18 REACTIONS (size)2=0-5-8, 12=0-5-8 Max Horiz 12=-102 (LC 13) Max Uplift 2=-368 (LC 8), 12=-386 (LC 9) Max Grav 2=2017 (LC 1), 12=2066 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 7-27=-3063/760, 8-27=-3126/745, 8-9=-3740/864, 9-28=-3778/857, 10-28=-3847/855, 10-11=-4589/962, 11-29=-5278/1053, 12-29=-5332/1040, 12-13=0/46, 1-2=0/31, 2-30=-5356/1075, 3-30=-5316/1086, 3-4=-4598/971, 4-31=-3851/859, 5-31=-3784/860, 5-6=-3744/868, 6-32=-3127/745, 7-32=-3063/760 BOT CHORD 2-22=-945/5043, 21-22=-945/5043, 20-21=-771/4305, 19-20=-771/4305, 18-19=-613/3598, 17-18=-610/3594, 16-17=-763/4297, 15-16=-763/4297, 14-15=-913/5008, 12-14=-913/5008 WEBS 8-18=-1226/258, 7-18=-322/1593, 6-18=-1240/259, 6-19=-77/584, 4-19=-880/213, 4-21=-27/385, 3-21=-795/201, 3-22=0/242, 11-14=0/238, 11-15=-767/195, 10-15=-26/383, 10-17=-872/212, 8-17=-76/579 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 3-3-10, Interior (1) 3-3-10 to 19-2-6, Exterior(2R) 19-2-6 to 28-9-10, Interior (1) 28-9-10 to 45-4-11, Exterior(2E) 45-4-11 to 50-2-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 3x6 MT20 unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 386 lb uplift at joint 12 and 368 lb uplift at joint 2. 9)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746528A02Common51M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:24 Page: 1 ID:OdPQk?2phyI9QpDbg8OBa3zS0?w-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 412 =4x6 =5x8 =4x6 =4x4 =5x16 =4x4 =3x6 =5x12 =3x6 =3x6 =5x16 =5x8 =3x8 =5x16 =3x6 =3x6 =5x12 =3x6 =4x4 =5x16 =4x4 =4x6 =5x8 =4x6 131 46 45 4443 42 41 40393837 36 3534 33 32 31 30 29 28 27 2625 24 23222120 19 18 1716 15 14 2 12 10499 3 11 104 100 1039568101102 7 1-6-0 -1-6-0 1-10 -5 18-4-6 1-10 -5 31-5-15 2-2-5 50-2-5 3-9-14 35 -3-14 3-9-14 16-6-1 5-8-3 41-0-1 5-8-3 12 -8-2 5-7-10 29-7-10 5-7-10 24 -0-0 6-11-15 48-0-0 6-11-15 6-11-15 5-7-10 29-7-10 5-7-10 24 -0-0 5-8-3 35-3-14 5-8-3 41-0-1 5-8-3 18-4-6 5-8-3 12 -8-2 6-11-15 48-0-0 6-11-15 6-11-15 9-0-7 0-3-15 0-3-8 0-3-8 2-0-2 2-3-10 0-2-0 2-5-11 1-8-11 4-2-6 0-1-13 4-4-4 1-8-14 6-1-2 0-1-12 6-2-14 1-8-12 7-11 -11 0-4-4 8-3-15 Scale = 1:88.4 Plate Offsets (X, Y): [2:0-0-4,0-2-10], [2:0-3-9,Edge], [3:0-7-4,0-2-8], [4:0-5-8,0-2-8], [4:0-1-7,Edge], [6:0-5-11,0-2-0], [8:0-5-11,0-2-0], [10:0-6-0,0-1-0], [10:0-1-8,Edge], [11:0-4-7,0-0-9], [12:0-1-8,0-2-10], [12:0-3-9,Edge], [54:0-1-11,0-1-0], [63:0-2-0,0-0-6], [64:0-1-12,0-1-0], [67:0-2-0,0-0-12], [67:0-1-0,Edge], [77:0-1-11,0-1-0], [86:0-2-0,0-0-6], [88:0-1-12,0-1-0], [90:0-2-0,0-0-15], [90:0-1-1,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)-0.02 46-95 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.29 Vert(CT)-0.03 46-95 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.44 Horz(CT)0.01 12 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 407 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 39-40,37-39,36-37,35-36,24-25,23-24,21-23, 20-21. WEBS 1 Row at midpt 6-30, 8-30 REACTIONS (size)2=48-0-0, 12=48-0-0, 14=48-0-0, 15=48-0-0, 16=48-0-0, 17=48-0-0, 18=48-0-0, 19=48-0-0, 20=48-0-0, 21=48-0-0, 23=48-0-0, 24=48-0-0, 25=48-0-0, 26=48-0-0, 27=48-0-0, 28=48-0-0, 29=48-0-0, 30=48-0-0, 31=48-0-0, 32=48-0-0, 33=48-0-0, 34=48-0-0, 35=48-0-0, 36=48-0-0, 37=48-0-0, 39=48-0-0, 40=48-0-0, 41=48-0-0, 42=48-0-0, 43=48-0-0, 44=48-0-0, 45=48-0-0, 46=48-0-0, 93=48-0-0, 96=48-0-0 Max Horiz 2=106 (LC 12), 93=106 (LC 12) Max Uplift 2=-98 (LC 8), 12=-133 (LC 9), 14=-10 (LC 13), 15=-34 (LC 24), 16=-1 (LC 13), 17=-136 (LC 9), 20=-90 (LC 13), 21=-16 (LC 5), 25=-102 (LC 13), 26=-18 (LC 5), 30=-151 (LC 8), 34=-18 (LC 5), 35=-105 (LC 12), 39=-16 (LC 5), 40=-85 (LC 12), 43=-164 (LC 12), 44=-12 (LC 12), 45=-107 (LC 19), 46=-44 (LC 12), 93=-98 (LC 8), 96=-133 (LC 9) Max Grav 2=354 (LC 19), 12=403 (LC 20), 14=141 (LC 5), 15=38 (LC 18), 16=55 (LC 5), 17=414 (LC 20), 18=14 (LC 5), 19=99 (LC 5), 20=401 (LC 20), 21=-4 (LC 13), 23=44 (LC 5), 24=67 (LC 5), 25=505 (LC 20), 26=-4 (LC 13), 27=48 (LC 5), 28=44 (LC 5), 29=46 (LC 5), 30=531 (LC 19), 31=46 (LC 5), 32=44 (LC 5), 33=48 (LC 5), 34=-4 (LC 12), 35=503 (LC 19), 36=67 (LC 5), 37=44 (LC 5), 39=-4 (LC 12), 40=383 (LC 19), 41=99 (LC 5), 42=14 (LC 5), 43=478 (LC 19), 44=80 (LC 19), 45=47 (LC 12), 46=231 (LC 19), 93=354 (LC 19), 96=403 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-99=-97/137, 3-99=-88/199, 3-4=-87/81, 4-100=-104/82, 5-100=-42/83, 5-6=-19/91, 6-101=-54/83, 7-101=-21/124, 7-102=-20/121, 8-102=-56/83, 8-9=-25/89, 9-103=-47/81, 10-103=-112/79, 10-11=-118/75, 11-104=-34/42, 12-104=-100/25, 12-13=0/51 Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746529A03Common Structural Gable 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:25 Page: 1 ID:tFlBjVyHcUqy4BWomSly1LzS?Ru-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 May 12,2023 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 BOT CHORD 2-46=-114/98, 45-46=-114/98, 44-45=-114/98, 43-44=-114/98, 42-43=-51/80, 41-42=-51/80, 40-41=-51/80, 39-40=-24/102, 38-39=-24/102, 37-38=-24/102, 36-37=-24/102, 35-36=-24/102, 34-35=-47/137, 33-34=-47/137, 32-33=-47/137, 31-32=-47/137, 30-31=-47/137, 29-30=-42/125, 28-29=-42/125, 27-28=-42/125, 26-27=-42/125, 25-26=-42/125, 24-25=-5/78, 23-24=-5/78, 22-23=-5/78, 21-22=-5/78, 20-21=-5/78, 19-20=0/91, 18-19=0/91, 17-18=0/91, 16-17=-15/49, 15-16=-15/49, 14-15=-15/49, 12-14=-15/49 WEBS 7-30=-358/89, 8-25=-454/88, 6-35=-469/99, 6-30=-150/88, 4-40=-361/109, 4-35=-33/51, 3-43=-512/184, 3-40=0/66, 11-17=-423/145, 10-20=-339/94, 11-20=-64/68, 10-25=-52/67, 8-30=-158/91 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 3-3-10, Interior (1) 3-3-10 to 19-2-4, Exterior(2R) 19-2-4 to 28-9-7, Interior (1) 28-9-7 to 45-4-11, Exterior(2E) 45-4-11 to 50-2-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 lb uplift at joint 2, 133 lb uplift at joint 12, 151 lb uplift at joint 30, 102 lb uplift at joint 25, 105 lb uplift at joint 35, 85 lb uplift at joint 40, 164 lb uplift at joint 43, 136 lb uplift at joint 17, 90 lb uplift at joint 20, 18 lb uplift at joint 34, 16 lb uplift at joint 39, 12 lb uplift at joint 44, 107 lb uplift at joint 45, 44 lb uplift at joint 46, 18 lb uplift at joint 26, 16 lb uplift at joint 21, 1 lb uplift at joint 16, 34 lb uplift at joint 15, 10 lb uplift at joint 14, 98 lb uplift at joint 2 and 133 lb uplift at joint 12. 11)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. 12)No notches allowed in overhang and 10600 from left end and 20205 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746529A03Common Structural Gable 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:25 Page: 2 ID:tFlBjVyHcUqy4BWomSly1LzS?Ru-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f 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 612 =4x10 =3x6 =3x4 =MT18HS 6x16 =2x4 =2x4 =2x4 =2x4 =2x4 =4x8 =3x8 =2x4 =2x4 =2x4 =4x6 =4x4 1 7 13 12 11 10 9 8 2 6 33 37 36 5 35343 4 1-6-0 20-6-0 1-6-0 -1-6-0 1-7-3 13-11-12 2-2-4 9-6-0 2-10-9 12-4-9 5-0-4 19-0-0 7-3-12 7-3-12 2-2-4 9-6-0 7-3-12 7-3-12 9-6-0 19-0-0 5-9-15 0-4-3 0-3-8 0-3-8 2-3-13 2-7-5 0-11 -15 3-7-4 0-2-9 3-9-13 0-10 -9 4-8-6 0-4-13 5-1-3 Scale = 1:59.3 Plate Offsets (X, Y):[2:0-2-8,0-2-0], [2:1-0-11,0-1-8], [3:0-5-2,0-2-0], [5:0-1-8,0-2-0], [5:0-0-12,0-1-0], [17:0-1-8,0-1-4], [24:0-1-8,0-1-0], [25:0-1-15,0-1-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL)-0.16 8-32 >884 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.49 Vert(CT)-0.28 8-32 >499 240 MT18HS 185/148 TCDL 8.0 Rep Stress Incr YES WB 0.29 Horz(CT)0.01 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 117 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* 23-24,24-25,25-26:2x6 DF SS OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-8. REACTIONS (size)2=7-5-8, 6=0-5-8, 9=7-5-8, 10=7-5-8, 11=7-5-8, 12=7-5-8, 13=7-5-8, 27=7-5-8 Max Horiz 2=73 (LC 12), 27=73 (LC 12) Max Uplift 2=-33 (LC 12), 6=-87 (LC 13), 9=-242 (LC 12), 11=-3 (LC 12), 12=-78 (LC 19), 13=-76 (LC 12), 27=-33 (LC 12) Max Grav 2=256 (LC 19), 6=586 (LC 20), 9=835 (LC 1), 10=203 (LC 5), 11=46 (LC 5), 12=53 (LC 12), 13=228 (LC 19), 27=256 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-33=-108/202, 33-34=-88/237, 3-34=-76/338, 3-4=-168/60, 4-35=-163/25, 5-35=-239/9, 5-36=-601/109, 36-37=-680/100, 6-37=-715/92, 6-7=0/44 BOT CHORD 2-13=-214/156, 12-13=-214/156, 11-12=-214/156, 10-11=-214/156, 9-10=-214/156, 8-9=-185/148, 6-8=-30/624 WEBS 4-8=-62/139, 5-8=-592/175, 3-8=-17/575, 3-9=-912/230 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 6-5-10, Exterior(2R) 6-5-10 to 12-5-10, Interior (1) 12-5-10 to 17-6-0, Exterior(2E) 17-6-0 to 20-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 2, 87 lb uplift at joint 6, 242 lb uplift at joint 9, 3 lb uplift at joint 11, 78 lb uplift at joint 12, 76 lb uplift at joint 13 and 33 lb uplift at joint 2. 12)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. 13)No notches allowed in overhang and 10600 from left end and 10600 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746530B00Common Structural Gable 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:27 Page: 1 ID:JD3tnHdzJHi?8d_evb7dk2zS?I_-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 Top chord may have 1-1/2" deep notches for flat outlookers at gable stud locations. Do not over-notch. Over-notch will require review/repair. 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 612 =4x4 =1.5x4 =4x4 =3x8 =1.5x4 =4x4 1 7 8 2 6 15 20 1916 3 5 1817 4 1-6-0 20 -6-0 1-6-0 -1-6-0 4-5-12 13 -11-12 4-5-12 9-6-0 5-0-4 19-0-0 5-0-4 5-0-4 9-6-0 19-0-0 9-6-0 9-6-0 5-9-15 0-4-3 5-1-3 Scale = 1:42.3 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL)-0.14 8-11 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.61 Vert(CT)-0.25 8-11 >894 240 TCDL 8.0 Rep Stress Incr YES WB 0.27 Horz(CT)0.03 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 71 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=62 (LC 12) Max Uplift 2=-139 (LC 12), 6=-139 (LC 13) Max Grav 2=916 (LC 19), 6=916 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-15=-1418/294, 15-16=-1387/296, 3-16=-1308/311, 3-17=-975/222, 4-17=-868/235, 4-18=-868/235, 5-18=-975/222, 5-19=-1308/311, 19-20=-1387/296, 6-20=-1418/294, 6-7=0/44 BOT CHORD 2-8=-190/1240, 6-8=-188/1240 WEBS 4-8=-73/504, 5-8=-539/171, 3-8=-539/171 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior (1) 1-6-0 to 6-6-0, Exterior(2R) 6-6-0 to 12-6-0, Interior (1) 12-6-0 to 17-6-0, Exterior(2E) 17-6-0 to 20-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 2 and 139 lb uplift at joint 6. 8)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746531B01Common21M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:27 Page: 1 ID:VQKkMIaWiYfn6mWq1h29RizS?Gl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 612 =5x12 =4x10 =4x4 =5x6 =10x10 =4x4 =4x10 =5x12 Special Special Special Special Special Special Special Special Special 1 5 15 16 8 17 18 7 19 20 6 21 1413 42 3 4-3-12 13 -9-12 4-3-12 9-6-0 5-2-4 5-2-4 5-2-4 19-0-0 4-3-12 13 -9-12 4-3-12 9-6-0 5-2-4 19-0-0 5-2-4 5-2-4 0-4-3 5-1-3 Scale = 1:40.4 Plate Offsets (X, Y):[1:0-3-7,0-3-0], [2:0-1-8,0-2-0], [4:0-1-8,0-2-0], [5:0-3-7,0-3-0], [6:0-6-4,0-2-0], [7:0-5-0,0-5-12], [8:0-6-4,0-2-0] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL)-0.17 6-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.71 Vert(CT)-0.26 6-7 >842 240 TCDL 8.0 Rep Stress Incr NO WB 0.68 Horz(CT)0.05 5 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 304 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 DF Stud *Except* 7-3:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-5-8, 5=0-5-8 Max Horiz 1=-53 (LC 15) Max Uplift 1=-1549 (LC 10), 5=-1715 (LC 11) Max Grav 1=8888 (LC 16), 5=9830 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-13=-15994/2778, 2-13=-15925/2788, 2-3=-11274/1995, 3-4=-11275/1995, 4-14=-16132/2825, 5-14=-16202/2815 BOT CHORD 1-15=-2491/14271, 15-16=-2491/14271, 8-16=-2491/14271, 8-17=-2491/14271, 17-18=-2491/14271, 7-18=-2491/14271, 7-19=-2472/14460, 19-20=-2472/14460, 6-20=-2472/14460, 6-21=-2472/14460, 5-21=-2472/14460 WEBS 3-7=-1689/9678, 4-7=-5144/954, 4-6=-741/4386, 2-7=-4926/915, 2-8=-706/4193 NOTES 1)3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-7-0 oc. Web connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* This truss has been designed for a live load of 0.0psf on the bottom chord in all areas where a rectangle 0-00 tall by 0-00 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1549 lb uplift at joint 1 and 1715 lb uplift at joint 5. 9)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. 10)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1902 lb down and 337 lb up at 2-0-12, 1902 lb down and 337 lb up at 4-0-12, 1902 lb down and 337 lb up at 6-0-12, 1902 lb down and 337 lb up at 8-0-12, 1902 lb down and 337 lb up at 10-0-12, 1902 lb down and 337 lb up at 12-0-12, 1902 lb down and 337 lb up at 14-0-12, and 1902 lb down and 337 lb up at 16-0-12, and 1904 lb down and 336 lb up at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 3-5=-66, 1-5=-14 Concentrated Loads (lb) Vert: 6=-1902 (B), 12=-1904 (B), 15=-1902 (B), 16=-1902 (B), 17=-1902 (B), 18=-1902 (B), 19=-1902 (B), 20=-1902 (B), 21=-1902 (B) Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746532B02Common Girder 1 3M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:27 Page: 1 ID:top2s7Mccw679P6KlbMwPWzS?RM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 612 =3x4 =4x4 =3x4 1 11 18 17 16 15 14 13 12 2 10 26 27 3 9 4 8 5 7 6 1-6-0 13 -6-0 1-6-0 -1-6-0 6-0-0 12-0-0 6-0-0 6-0-0 12-0-0 4-0-15 0-4-3 3-4-3 Scale = 1:30.4 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 23 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 50 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=12-0-0, 10=12-0-0, 12=12-0-0, 13=12-0-0, 14=12-0-0, 15=12-0-0, 16=12-0-0, 17=12-0-0, 18=12-0-0, 19=12-0-0, 23=12-0-0 Max Horiz 2=43 (LC 12), 19=43 (LC 12) Max Uplift 2=-27 (LC 12), 10=-35 (LC 13), 12=-33 (LC 13), 13=-34 (LC 13), 14=-32 (LC 13), 16=-33 (LC 12), 17=-33 (LC 12), 18=-33 (LC 12), 19=-27 (LC 12), 23=-35 (LC 13) Max Grav 2=231 (LC 19), 10=231 (LC 20), 12=169 (LC 20), 13=153 (LC 20), 14=168 (LC 20), 15=92 (LC 19), 16=168 (LC 19), 17=153 (LC 19), 18=169 (LC 19), 19=231 (LC 19), 23=231 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-26=-48/61, 3-26=-29/33, 3-4=-42/39, 4-5=-41/75, 5-6=-45/110, 6-7=-45/110, 7-8=-41/75, 8-9=-42/38, 9-27=-11/24, 10-27=-44/13, 10-11=0/44 BOT CHORD 2-18=-70/74, 17-18=-13/71, 16-17=-13/71, 15-16=-13/71, 14-15=-13/71, 13-14=-13/71, 12-13=-13/71, 10-12=-13/71 WEBS 6-15=-73/0, 5-16=-149/65, 4-17=-135/72, 3-18=-148/62, 7-14=-149/65, 8-13=-135/72, 9-12=-148/62 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) -1-6-0 to 1-6-0, Exterior(2N) 1-6-0 to 3-0-0, Corner(3R) 3-0-0 to 9-0-0, Exterior(2N) 9-0-0 to 10-6-0, Corner(3E) 10-6-0 to 13-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 2, 35 lb uplift at joint 10, 33 lb uplift at joint 16, 33 lb uplift at joint 17, 33 lb uplift at joint 18, 32 lb uplift at joint 14, 34 lb uplift at joint 13, 33 lb uplift at joint 12, 27 lb uplift at joint 2 and 35 lb uplift at joint 10. 12)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746533C00Common Supported Gable 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:28 Page: 1 ID:5b295ypRx?UwIzF3JtzDK7zS?Lc-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 6 12 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 1 4 2 3 1-6-0 -1-6-0 3-11-8 3-11-8 3-11-8 3-0-11 0-4-3 2-3-15 Scale = 1:26.7 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)-0.01 4-11 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.14 Vert(CT)-0.02 4-11 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 17 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4= Mechanical Max Horiz 2=61 (LC 11) Max Uplift 2=-49 (LC 12), 4=-32 (LC 12) Max Grav 2=412 (LC 19), 4=194 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=-84/65, 3-4=-152/63 BOT CHORD 2-4=-69/42 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 9)Refer to girder(s) for truss to truss connections. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 4 and 49 lb uplift at joint 2. 11)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746534M00Monopitch11M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:28 Page: 1 ID:H5wtv_6gDf1XkL4NTJC0etzS?71-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 6 12 =3x4 =1.5x4 =1.5x4 1 4 2 3 1-6-0 -1-6-0 3-11-8 3-11-8 3-11-8 3-0-11 0-4-3 2-3-15 Scale = 1:24.1 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL)-0.01 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.14 Vert(CT)-0.02 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 14 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 4= Mechanical Max Horiz 2=61 (LC 11) Max Uplift 2=-49 (LC 12), 4=-32 (LC 12) Max Grav 2=412 (LC 19), 4=194 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=-84/65, 3-4=-152/63 BOT CHORD 2-4=-69/42 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 4 and 49 lb uplift at joint 2. 9)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746535M01Monopitch51M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:28 Page: 1 ID:DlZ3uUKblVQrWG104p2TvtzS?6k-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 6 12 =3x4 =1.5x4 =1.5x4 =1.5x4 =1.5x4 1 8 7 6 2 3 4 5 1-6-0 -1-6-0 0-3-4 3-5-8 3-2-4 3-2-4 0-3-4 3-5-8 3-2-4 3-2-4 2-9-11 0-4-3 2-0-15 Scale = 1:28.1 Plate Offsets (X, Y):[2:0-0-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=3-5-8, 5=3-5-8, 6=3-5-8, 7=3-5-8, 8=3-5-8, 9=3-5-8 Max Horiz 2=76 (LC 12), 9=76 (LC 12) Max Uplift 2=-20 (LC 12), 5=-22 (LC 19), 6=-19 (LC 18), 7=-27 (LC 12), 8=-31 (LC 12), 9=-20 (LC 12) Max Grav 2=322 (LC 19), 5=6 (LC 12), 6=-1 (LC 8), 7=165 (LC 19), 8=119 (LC 19), 9=322 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=-133/90, 3-4=-47/33, 4-5=-23/9 BOT CHORD 2-8=-96/79, 7-8=0/0, 6-7=0/0 WEBS 3-8=-130/104, 4-7=-124/109 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 2, 19 lb uplift at joint 6, 22 lb uplift at joint 5, 31 lb uplift at joint 8, 27 lb uplift at joint 7 and 20 lb uplift at joint 2. 11)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746536M02Monopitch Supported Gable 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:28 Page: 1 ID:E05USIYFkjZQ2tqIatsS5SzS?6T-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 6 12 =3x4 =1.5x4 =1.5x4 1 6 5 2 3 4 0-3-4 3-5-8 1-6-0 -1-6-0 3-2-4 3-2-4 0-3-4 3-5-8 3-2-4 3-2-4 2-9-11 0-4-3 2-0-15 Scale = 1:27.5 Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL)0.00 6-9 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.07 Vert(CT)-0.01 6-9 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.03 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 13 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 6= Mechanical Max Horiz 2=74 (LC 12) Max Uplift 2=-35 (LC 12), 6=-36 (LC 12) Max Grav 2=380 (LC 19), 6=185 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/70, 2-3=-76/72, 3-4=-13/0 BOT CHORD 2-6=-71/42, 5-6=0/0 WEBS 3-6=-150/60 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 2 and 36 lb uplift at joint 6. 9)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746537M03Monopitch31M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:29 Page: 1 ID:4hJI5vHeHT9DnmgwN2QhoKzS?2w-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 6 12 =3x4 =1.5x4 =1.5x4 1 6 5 2 3 4 0-3-4 1-11-8 1-6-0 -1-6-0 1-8-4 1-8-4 0-3-4 1-11-8 1-8-4 1-8-4 2-0-11 0-4-3 1-3-15 Scale = 1:29.6 Plate Offsets (X, Y):[2:0-0-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL)0.00 6-9 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)0.00 6-9 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.01 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-3-8, 5= Mechanical Max Horiz 2=49 (LC 12) Max Uplift 2=-37 (LC 12), 5=-11 (LC 12) Max Grav 2=313 (LC 19), 5=54 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=-61/80, 3-4=-12/0 BOT CHORD 2-6=-87/47, 5-6=0/0 WEBS 3-6=-69/21 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)* This truss has been designed for a live load of 0.0psf on the bottom chord in all areas where a rectangle 0-00 tall by 0-00 wide will fit between the bottom chord and any other members. 7)Refer to girder(s) for truss to truss connections. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 2 and 11 lb uplift at joint 5. 9)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746538M04Monopitch61M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:29 Page: 1 ID:qgqUjWVttuYc4URrPChr2DzS?_n-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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 6 12 =3x4 =1.5x4 =1.5x4 1 6 5 2 3 4 0-3-4 1-11-8 1-6-0 -1-6-0 1-8-4 1-8-4 0-3-4 1-11-8 1-8-4 1-8-4 2-0-11 0-4-3 1-3-15 Scale = 1:29.6 Plate Offsets (X, Y):[2:0-0-8,Edge] Loading (psf)Spacing 2-0-0 CSI DEFL in (loc)l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.01 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=1-11-8, 4=1-11-8, 5=1-11-8, 6=1-11-8, 7=1-11-8 Max Horiz 2=50 (LC 12), 7=50 (LC 12) Max Uplift 2=-34 (LC 12), 4=-13 (LC 16), 6=-60 (LC 18), 7=-34 (LC 12) Max Grav 2=310 (LC 19), 4=31 (LC 18), 5=20 (LC 18), 6=65 (LC 5), 7=310 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=-63/80, 3-4=-13/14 BOT CHORD 2-6=-88/45, 5-6=0/0 WEBS 3-6=-80/40 NOTES 1)Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Partially Enclosed; MWFRS (envelope) exterior zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3)TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* This truss has been designed for a live load of 0.0psf on the bottom chord in all areas where a rectangle 0-00 tall by 0-00 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 2, 13 lb uplift at joint 4, 60 lb uplift at joint 6 and 34 lb uplift at joint 2. 11)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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2509/A/Gar LT-Roof I14746539M05Monopitch Supported Gable 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.94 S 8.63 Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:51:29 Page: 1 ID:fAptpebyRr0iVTuLEqpAEPzS_zM-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f May 12,2023 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