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Roof Truss Engineering - BTri-State Engineering, Inc. terry@tse-aep.com 206.369.8394 M-2155 The Truss Company (Sumner). August 20, 2026.My license renewal date for the state of Washington is Pages or sheets covered by this seal: 2190/B/Gar RT-Roof Terry Powell October 31,2024 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Re: thru I15262449I15262436 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 512 2.512 =3x6 =5x6 =3x4 =3x6 =5x8 =5x6 =3x6 =2x4 =2x4 =3x4 =3x6 =3x4 =3x6 =3x4 =3x4 =3x6 111 26 2569 24 23 7022 2120 1918 17 71 16 15 14 13 12 102 27 31 6866 283029 93 847675 6 1-9-8 -1-9-8 1-9-8 44-9-8 5-7-12 21-6-0 6-9-8 35-2-15 6-11-6 28-5-6 7-6-12 15 -10 -4 7-9-1 43-0-0 8-3-8 8-3-8 0-5-8 0-5-8 7-7-8 8-1-0 7-7-8 15 -8-8 8-10 -9 24-7-1 8-11-14 43-0-0 9-5-1 34-0-2 2-0-0 7-6-0 2-0-0 9-6-0 2-0-0 11-6-0 2-0-0 23-6-0 2-0-0 13 -6-0 2-0-0 15-6-0 2-0-0 17-6-0 2-0-0 25-6-0 2-0-0 37-6-0 2-0-0 35 -6-0 2-0-0 33-6-0 2-0-0 19 -6-0 2-0-0 31-6-0 2-0-0 29 -6-0 2-0-0 27-6-0 2-0-0 21-6-0 2-0-0 39-6-0 3-6-0 43-0-0 5-6-0 5-6-0 10 -0-4 0-4-1 9-3-9 1-7-1 Scale = 1:85.4 Plate Offsets (X, Y):[2:0-3-0,Edge], [3:0-1-12,0-1-8], [6:0-0-13,0-1-8], [10:0-3-0,Edge], [26:0-2-12,0-2-8], [40:0-1-13,0-0-12], [42:0-1-13,0-0-12] 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 0.75 Vert(LL)-0.05 31-62 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.47 Vert(CT)-0.08 31-62 >823 240 TCDL 8.0 Rep Stress Incr YES WB 0.50 Horz(CT)0.01 12 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 297 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud *Except* 26-3,26-6,21-6,15-7:2x4 HF-N No.1/No.2 OTHERS 2x4 DF Stud *Except* 23-6:2x4 HF-N No.1/ No.2 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. WEBS 1 Row at midpt 3-26, 6-26, 6-21, 7-15 REACTIONS (lb/size)2=391/43-0-0, 10=357/0-3-8, 12=195/43-0-0, 13=-44/43-0-0, 14=43/43-0-0, 15=633/43-0-0, 16=34/43-0-0, 17=26/43-0-0, 18=29/43-0-0, 20=23/43-0-0, 21=565/43-0-0, 22=25/43-0-0, 23=28/43-0-0, 24=29/43-0-0, 25=22/43-0-0, 26=637/43-0-0, 27=58/43-0-0, 28=8/43-0-0, 29=571/43-0-0, 30=-168/43-0-0, 31=213/43-0-0, 60=391/43-0-0 Max Horiz 2=-110 (LC 13), 60=-110 (LC 13) Max Uplift 2=-77 (LC 8), 10=-70 (LC 13), 12=-52 (LC 13), 13=-48 (LC 20), 15=-219 (LC 13), 21=-141 (LC 13), 26=-229 (LC 12), 29=-176 (LC 12), 30=-173 (LC 26), 31=-29 (LC 12), 60=-77 (LC 8) Max Grav 2=394 (LC 19), 10=357 (LC 1), 12=225 (LC 25), 13=48 (LC 13), 14=66 (LC 25), 15=658 (LC 20), 16=84 (LC 21), 17=113 (LC 21), 18=111 (LC 21), 20=57 (LC 5), 21=720 (LC 20), 22=81 (LC 21), 23=123 (LC 21), 24=120 (LC 21), 25=59 (LC 21), 26=818 (LC 19), 27=139 (LC 21), 28=25 (LC 5), 29=571 (LC 1), 30=67 (LC 12), 31=277 (LC 26), 60=394 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-66=-253/118, 3-66=-186/115, 3-4=-111/59, 4-67=-22/73, 5-67=-11/101, 5-6=-157/188, 6-7=-109/179, 7-8=-6/134, 8-9=-55/77, 9-68=-126/71, 10-68=-213/51, 10-11=0/45 BOT CHORD 2-31=-131/214, 30-31=-41/170, 29-30=-51/208, 28-29=-61/230, 27-28=-63/224, 26-27=-63/238, 25-26=-40/172, 25-69=-40/172, 24-69=-40/172, 23-24=-40/172, 23-70=-40/172, 22-70=-40/172, 21-22=-40/172, 20-21=0/202, 19-20=0/202, 18-19=0/202, 17-18=0/202, 17-71=0/202, 16-71=0/202, 15-16=0/202, 14-15=0/117, 13-14=0/117, 12-13=0/117, 10-12=0/117 WEBS 3-29=-394/133, 3-26=-271/191, 5-26=-628/228, 6-26=-141/13, 6-21=-346/21, 7-21=-458/189, 7-15=-350/95, 9-15=-454/220 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) -1-9-8 to 2-6-2, Exterior(2N) 2-6-2 to 17-2-6, Corner(3R) 17-2-6 to 25-9-10, Exterior(2N) 25-9-10 to 40-5-14, Corner(3E) 40-5-14 to 44-9-8 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. Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262436A04ERoof Special Structural Gable 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:50 Page: 1 ID:EGiC4fjkKYTS8Tx9E9oe2iyOVGy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6)All plates are 1.5x4 (||) MT20 unless otherwise indicated. 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 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, with BCDL = 7.0psf. 10)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 2, 176 lb uplift at joint 29, 229 lb uplift at joint 26, 141 lb uplift at joint 21, 219 lb uplift at joint 15, 173 lb uplift at joint 30, 29 lb uplift at joint 31, 48 lb uplift at joint 13, 52 lb uplift at joint 12, 70 lb uplift at joint 10 and 77 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262436A04ERoof Special Structural Gable 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:50 Page: 2 ID:EGiC4fjkKYTS8Tx9E9oe2iyOVGy-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 512 2.512=4x12 =MT18HS 8x14 =4x8 =3x6 =MT18HS 6x12 =1.5x4 =5x6 =4x4 =4x6 =3x4 =3x6 =3x4 =1.5x4 =3x8 111 301528291413 12 102 2723 16 93 84 72452526 6 1-9-8 -1-9-8 1-9-8 44-9-8 5-7-12 21-6-0 6-9-8 35-2-15 6-11-6 28 -5-6 7-6-1 15-10-4 7-9-1 43-0-0 8-4-3 8-4-3 0-5-8 0-5-8 7-7-8 8-1-0 7-7-8 15 -8-8 8-11-9 24-8-1 8-11-14 43 -0-0 9-4-1 34-0-2 10 -0-4 0-4-1 9-3-9 1-7-1 Scale = 1:85.4 Plate Offsets (X, Y):[2:0-0-12,Edge], [3:0-3-12,0-1-8], [7:0-1-12,0-1-8], [10:0-4-2,0-1-8], [12:0-1-12,0-1-8], [14:0-1-8,0-2-0], [16:0-7-0,0-3-3] 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 0.95 Vert(LL)-0.73 14-15 >703 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.84 Vert(CT)-1.10 14-15 >468 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr YES WB 0.95 Horz(CT)0.44 10 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 198 lb FT = 20% LUMBER TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 1-4,8-11:2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 15-13,13-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud *Except* 15-6,6-14,7-12:2x4 HF-N No.1/No.2, 3-15:2x4 DF 2400F 2.0E BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-1-11 oc bracing. WEBS 1 Row at midpt 3-15 REACTIONS (lb/size)2=1838/0-5-8, 10=1838/0-5-8 Max Horiz 2=-110 (LC 13) Max Uplift 2=-297 (LC 12), 10=-297 (LC 13) Max Grav 2=1941 (LC 2), 10=1960 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-23=-8439/1064, 3-23=-8353/1089, 3-4=-3717/516, 4-24=-3625/519, 5-24=-3579/530, 5-25=-3769/606, 6-25=-3702/625, 6-26=-3320/529, 7-26=-3399/513, 7-8=-4477/617, 8-9=-4604/594, 9-27=-4680/589, 10-27=-4727/570, 10-11=0/45 BOT CHORD 2-16=-1049/7857, 15-16=-995/7363, 15-28=-188/2557, 28-29=-188/2557, 14-29=-188/2557, 13-14=-333/3442, 13-30=-333/3442, 12-30=-333/3442, 10-12=-458/4303 WEBS 5-15=-659/214, 6-15=-296/1397, 6-14=-161/1228, 7-14=-915/277, 7-12=-159/1016, 9-12=-477/200, 3-16=-355/3265, 3-15=-4322/692 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) -1-9-8 to 2-6-2, Interior (1) 2-6-2 to 17-2-6, Exterior(2R) 17-2-6 to 25-9-10, Interior (1) 25-9-10 to 40-5-14, Exterior(2E) 40-5-14 to 44-9-8 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 MT20 plates 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, with BCDL = 7.0psf. 8)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 10 and 297 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262437A05Roof Special 2 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:51 Page: 1 ID:P1EEYMqKmp8yG5HwucTH25yOVI6-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 512 2.512=4x12 =MT18HS 8x14 =4x8 =3x8 =MT18HS 6x12 =1.5x4 =5x6 =4x4 =4x6 =3x6 =3x4 =3x4 =3x4 =5x8 1 14 27 28 13 1229 30 11 2 10 22 15 26 93 4 872352425 6 1-9-8 -1-9-8 5-7-12 21-6-0 6-8-11 35-2-2 6-11-6 28-5-6 7-3-14 42-6-0 7-6-1 15 -10 -4 8-4-3 8-4-3 0-5-8 0-5-8 7-7-8 15-8-8 7-7-8 8-1-0 8-5-14 42-6-0 8-11-9 24 -8-1 9-4-1 34 -0-2 10 -0-4 0-4-1 0-6-9 9-3-9 1-7-1 Scale = 1:85.4 Plate Offsets (X, Y):[2:0-0-12,Edge], [3:0-3-12,0-1-8], [4:0-4-0,0-1-0], [10:Edge,0-1-10], [13:0-1-12,0-2-0], [15:0-7-0,0-3-3] 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 0.81 Vert(LL)-0.71 13-14 >715 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.86 Vert(CT)-1.07 13-14 >478 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr YES WB 0.94 Horz(CT)0.43 10 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 194 lb FT = 20% LUMBER TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-6:2x4 HF-N No.1/No.2, 6-7:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E BOT CHORD 2x4 DF 2400F 2.0E *Except* 14-12,12-10:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E WEBS 2x4 DF Stud *Except* 14-3:2x4 DF 2400F 2.0E, 14-6,11-8,6-13:2x4 HF-N No.1/No.2 WEDGE Right: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. WEBS 1 Row at midpt 3-14 REACTIONS (lb/size)2=1821/0-5-8, 10=1698/ Mechanical Max Horiz 2=123 (LC 12) Max Uplift 2=-295 (LC 12), 10=-268 (LC 13) Max Grav 2=1920 (LC 2), 10=1841 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-22=-8326/1067, 3-22=-8240/1092, 3-4=-3654/514, 4-23=-3562/526, 5-23=-3500/528, 5-24=-3707/604, 6-24=-3639/623, 6-25=-3243/527, 7-25=-3312/511, 7-8=-3324/501, 8-9=-4298/604, 9-26=-4346/576, 10-26=-4437/553 BOT CHORD 2-15=-1066/7750, 14-15=-1010/7263, 14-27=-216/2500, 27-28=-216/2500, 13-28=-216/2500, 12-13=-364/3334, 12-29=-364/3334, 29-30=-364/3334, 11-30=-364/3334, 10-11=-468/3987 WEBS 3-14=-4278/700, 5-14=-632/214, 6-14=-296/1395, 9-11=-360/186, 8-11=-130/771, 8-13=-869/271, 6-13=-157/1184, 3-15=-361/3225 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) -1-9-8 to 2-5-13, Interior (1) 2-5-13 to 17-2-11, Exterior(2R) 17-2-11 to 25-9-5, Interior (1) 25-9-5 to 38-2-11, Exterior(2E) 38-2-11 to 42-6-0 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)All plates are MT20 plates 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, with BCDL = 7.0psf. 8)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9)Refer to girder(s) for truss to truss connections. 10)Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 2 and 268 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262438A06Roof Special 6 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:51 Page: 1 ID:kFeYENdf2_aXJBi4ksbhE6yOVDD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 512 =3x8 =1.5x4 =3x4 =3x6 =3x4 =4x6 =4x4 =5x6 =4x4 =4x6 =3x4 =3x6 =3x4 =1.5x4 =5x8 1 16 28 15 14 29 30 13 12 31 11 2 10 23 27 3 9 4 85724 25 26 6 1-9-8 -1-9-8 6-7-10 21-6-0 6-7-10 28-1-10 7-1-4 35 -2-15 7-1-4 14 -10-6 7-3-1 42-6-0 7-9-1 7-9-1 8-4-1 25 -8-1 8-4-1 34-0-2 8-4-1 17-3-15 8-5-14 42-6-0 8-11-14 8-11-14 10 -0-4 0-4-1 0-6-9 9-3-9 Scale = 1:85.4 Plate Offsets (X, Y):[2:0-8-4,0-0-10], [5:0-1-8,0-1-8], [10:Edge,0-1-6], [13:0-1-12,0-2-0], [14:0-1-12,0-2-0], [16:0-1-12,0-1-8] 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 0.98 Vert(LL)-0.45 11-13 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.95 Vert(CT)-0.67 11-13 >761 240 TCDL 8.0 Rep Stress Incr YES WB 0.71 Horz(CT)0.19 10 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 189 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF-N 1800F 1.6E *Except* 15-12:2x4 HF-N No.1/No.2 WEBS 2x4 HF-N No.1/No.2 *Except* 13-7,11-9,14-5,16-3:2x4 DF Stud WEDGE Right: 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size)2=1821/0-5-8, 10=1698/ Mechanical Max Horiz 2=123 (LC 12) Max Uplift 2=-295 (LC 12), 10=-268 (LC 13) Max Grav 2=1957 (LC 2), 10=1857 (LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-23=-4708/569, 3-23=-4661/589, 3-4=-4586/604, 4-5=-4453/618, 5-24=-3512/530, 24-25=-3505/533, 6-25=-3437/555, 6-26=-3412/555, 7-26=-3489/532, 7-8=-4200/609, 8-9=-4333/595, 9-27=-4384/580, 10-27=-4472/556 BOT CHORD 2-16=-580/4285, 16-28=-385/3396, 15-28=-385/3396, 14-15=-385/3396, 14-29=-217/2541, 29-30=-217/2541, 13-30=-217/2541, 12-13=-354/3345, 12-31=-354/3345, 11-31=-354/3345, 10-11=-472/4022 WEBS 6-13=-200/1207, 7-13=-840/269, 7-11=-147/778, 9-11=-389/194, 6-14=-205/1262, 5-14=-879/277, 5-16=-174/1031, 3-16=-491/205 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) -1-9-8 to 2-5-13, Interior (1) 2-5-13 to 17-2-11, Exterior(2R) 17-2-11 to 25-9-5, Interior (1) 25-9-5 to 38-2-11, Exterior(2E) 38-2-11 to 42-6-0 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, with BCDL = 7.0psf. 7)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint 2 and 268 lb uplift at joint 10. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262439A07Common61M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:51 Page: 1 ID:kFeYENdf2_aXJBi4ksbhE6yOVDD-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 512 =3x6 =3x4 =3x6 =3x4 =3x4 =3x4 =3x6 =5x6 =2x4 =3x4 =3x6 =3x4 =3x4 =3x6 =3x4 =4x6 1 31 30 29 28 27 26 25 24 2322 21 20 1918 17 16 15 14 13 12 11 2 10 64 68 9348 5 765 66 67 6 1-9-8 -1-9-8 6-11-6 14-6-10 6-11-6 35-4-13 6-11-6 28-5-6 6-11-6 21-6-0 7-1-3 42-6-0 7-7-3 7-7-3 8-4-1 17-3-15 8-4-1 25-8-1 8-4-1 34 -0-2 8-5-14 42 -6-0 8-11-14 8-11-14 2-0-0 17-6-0 2-0-0 7-6-0 2-0-0 5-6-0 2-0-0 37 -6-0 2-0-0 35-6-0 2-0-0 33 -6-0 2-0-0 39 -6-0 2-0-0 25-6-0 2-0-0 29-6-0 2-0-0 27-6-0 2-0-0 11-6-0 2-0-0 23-6-0 2-0-0 21-6-0 2-0-0 13-6-0 2-0-0 19-6-0 2-0-0 9-6-0 2-0-0 15-6-0 2-0-0 31 -6-0 3-0-0 42 -6-0 3-6-0 3-6-0 10 -0-4 0-4-1 0-6-9 9-3-9 Scale = 1:85.4 Plate Offsets (X, Y):[2:0-3-0,Edge], [6:0-2-0,Edge], [10:Edge,0-1-2], [18:0-2-0,0-1-8] 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 0.73 Vert(LL)n/a -n/a 999 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.49 Vert(CT)n/a -n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.29 Horz(CT)0.01 10 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 301 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 HF-N No.1/No.2 *Except* 19-7,14-9,24-5,28-3:2x4 DF Stud OTHERS 2x4 DF Stud *Except* 21-6:2x4 HF-N No.1/ No.2 WEDGE Right: 2x4 SP No.3 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 6-19, 7-14, 5-28 REACTIONS (lb/size)2=340/42-6-0, 10=0/42-6-0, 11=276/42-6-0, 12=-93/42-6-0, 13=58/42-6-0, 14=790/42-6-0, 15=35/42-6-0, 16=26/42-6-0, 17=27/42-6-0, 19=791/42-6-0, 20=39/42-6-0, 21=-6/42-6-0, 23=106/42-6-0, 25=117/42-6-0, 26=-10/42-6-0, 27=43/42-6-0, 28=792/42-6-0, 29=43/42-6-0, 30=-38/42-6-0, 31=182/42-6-0, 58=340/42-6-0 Max Horiz 2=123 (LC 12), 58=123 (LC 12) Max Uplift 2=-58 (LC 8), 11=-65 (LC 13), 12=-98 (LC 20), 14=-242 (LC 13), 19=-184 (LC 13), 21=-13 (LC 19), 23=-6 (LC 12), 25=-13 (LC 12), 26=-18 (LC 19), 28=-275 (LC 12), 30=-42 (LC 19), 31=-47 (LC 12), 58=-58 (LC 8) Max Grav 2=342 (LC 19), 11=286 (LC 20), 12=56 (LC 13), 13=68 (LC 5), 14=824 (LC 20), 15=81 (LC 5), 16=65 (LC 5), 17=65 (LC 5), 19=850 (LC 20), 20=76 (LC 5), 21=54 (LC 5), 23=122 (LC 19), 25=137 (LC 19), 26=52 (LC 5), 27=84 (LC 5), 28=875 (LC 19), 29=62 (LC 5), 30=46 (LC 12), 31=191 (LC 19), 58=342 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-64=-172/97, 3-64=-94/61, 3-4=-30/65, 4-5=-6/202, 5-65=-385/168, 65-66=-368/178, 6-66=-243/194, 6-67=-2/300, 7-67=-16/158, 7-8=-8/544, 8-9=-32/384, 9-68=-35/351, 10-68=-50/259 BOT CHORD 2-31=-100/109, 30-31=-34/109, 29-30=-34/109, 28-29=-34/109, 27-28=-48/348, 26-27=-48/348, 25-26=-48/348, 24-25=-48/348, 23-24=-33/149, 22-23=-33/149, 21-22=-33/149, 20-21=-33/149, 19-20=-33/149, 18-19=-108/91, 17-18=-108/91, 16-17=-108/91, 15-16=-108/91, 14-15=-108/91, 13-14=-251/83, 12-13=-251/83, 11-12=-251/83, 10-11=-251/83 WEBS 6-19=-611/132, 7-19=-356/162, 7-14=-588/112, 9-14=-456/199, 6-24=-86/180, 5-24=-298/143, 5-28=-651/155, 3-28=-457/199 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) -1-9-8 to 2-5-13, Interior (1) 2-5-13 to 17-2-11, Exterior(2R) 17-2-11 to 25-9-5, Interior (1) 25-9-5 to 38-2-11, Exterior(2E) 38-2-11 to 42-6-0 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. Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262440A08ECommon Structural Gable 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:52 Page: 1 ID:WPI8K?yf8nRxW57DAyZUhIyOVBV-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6)All plates are 1.5x4 (||) MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 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 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. 11)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 2, 184 lb uplift at joint 19, 242 lb uplift at joint 14, 275 lb uplift at joint 28, 13 lb uplift at joint 21, 6 lb uplift at joint 23, 13 lb uplift at joint 25, 18 lb uplift at joint 26, 42 lb uplift at joint 30, 47 lb uplift at joint 31, 98 lb uplift at joint 12, 65 lb uplift at joint 11 and 58 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262440A08ECommon Structural Gable 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:52 Page: 2 ID:WPI8K?yf8nRxW57DAyZUhIyOVBV-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 =3x4 =4x4 =3x4 91 14 13 12 11 10 82 242173 2322 64 5 1-6-0 -1-6-0 1-6-0 13-2-0 5-10-0 11-8-0 5-10-0 5-10-0 11-8-0 1-10 -0 1-10 -0 1-10-0 11-8-0 2-0-0 7-10-0 2-0-0 5-10 -0 2-0-0 3-10-0 2-0-0 9-10 -0 3-11 -15 0-4-3 3-3-3 Scale = 1:36.3 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 0.13 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 0.05 Horz(CT)0.00 18 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 46 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/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 (lb/size)2=213/11-8-0, 8=213/11-8-0, 10=110/11-8-0, 11=179/11-8-0, 12=128/11-8-0, 13=179/11-8-0, 14=110/11-8-0, 15=213/11-8-0, 18=213/11-8-0 Max Horiz 2=-42 (LC 13), 15=-42 (LC 13) Max Uplift 2=-26 (LC 12), 8=-34 (LC 13), 10=-37 (LC 13), 11=-55 (LC 13), 13=-55 (LC 12), 14=-37 (LC 12), 15=-26 (LC 12), 18=-34 (LC 13) Max Grav 2=241 (LC 19), 8=241 (LC 20), 10=189 (LC 20), 11=262 (LC 20), 12=132 (LC 19), 13=262 (LC 19), 14=189 (LC 19), 15=241 (LC 19), 18=241 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-21=-48/64, 3-21=-28/30, 3-22=-59/38, 4-22=-16/43, 4-5=-70/98, 5-6=-70/98, 6-23=-16/40, 7-23=-59/36, 7-24=-10/18, 8-24=-43/12, 8-9=0/44 BOT CHORD 2-14=-75/77, 13-14=-10/60, 12-13=-10/60, 11-12=-10/60, 10-11=-10/60, 8-10=-10/60 WEBS 5-12=-106/0, 4-13=-232/109, 3-14=-172/58, 6-11=-232/109, 7-10=-172/58 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 2-10-0, Exterior(2R) 2-10-0 to 8-10-0, Interior (1) 8-10-0 to 10-2-0, Exterior(2E) 10-2-0 to 13-2-0 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 2-0-0 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)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 2, 34 lb uplift at joint 8, 55 lb uplift at joint 13, 37 lb uplift at joint 14, 55 lb uplift at joint 11, 37 lb uplift at joint 10, 26 lb uplift at joint 2 and 34 lb uplift at joint 8. 13)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 15. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262441C01E11M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:52 Page: 1 ID:6eBHOPXmrWU7GTnS_1QkeQyOVAl-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =4x4 =1.5x4 =4x4 =4x4 516 42 1613 1514 3 1-6-0 13-2-0 1-6-0 -1-6-0 5-10-0 11-8-0 5-10-0 5-10-0 5-10-0 11-8-0 5-10-0 5-10-0 3-11 -15 0-4-3 3-3-3 Scale = 1:37.4 Plate Offsets (X, Y):[2:0-2-0,Edge], [3:0-2-0,0-2-8], [4:0-2-0,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 0.51 Vert(LL)-0.07 6-12 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.47 Vert(CT)-0.09 6-12 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.01 4 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 39 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 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 (lb/size)2=566/0-8-0, 4=566/0-5-8 Max Horiz 2=-42 (LC 13) Max Uplift 2=-93 (LC 12), 4=-93 (LC 13) Max Grav 2=685 (LC 19), 4=685 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-13=-712/195, 13-14=-613/202, 3-14=-607/215, 3-15=-607/215, 15-16=-613/202, 4-16=-712/195, 4-5=0/44 BOT CHORD 2-6=-77/525, 4-6=-77/525 WEBS 3-6=0/229 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 2-10-0, Exterior(2R) 2-10-0 to 8-10-0, Interior (1) 8-10-0 to 10-2-0, Exterior(2E) 10-2-0 to 13-2-0 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)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 2 and 93 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262442C0211M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:52 Page: 1 ID:pIGew0SNUNc6wOl643o5ryyOVAs-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =4x4 =1.5x4 =4x4 =4x4 45 31 14 1312 2 1-6-0 13-2-0 5-10-0 5-10-0 5-10-0 11-8-0 5-10-0 5-10-0 5-10-0 11-8-0 3-11 -15 0-4-3 3-3-3 Scale = 1:37.4 Plate Offsets (X, Y):[1:0-2-12,Edge], [2:0-2-0,0-2-8], [3:0-2-12,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 0.53 Vert(LL)-0.08 5-8 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.55 Vert(CT)-0.11 5-8 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.07 Horz(CT)0.01 3 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 37 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=460/0-5-8, 3=572/0-5-8 Max Horiz 1=-50 (LC 13) Max Uplift 1=-72 (LC 12), 3=-94 (LC 13) Max Grav 1=579 (LC 19), 3=688 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-12=-728/218, 2-12=-620/230, 2-13=-620/232, 13-14=-626/219, 3-14=-721/212, 3-4=0/44 BOT CHORD 1-5=-93/543, 3-5=-93/543 WEBS 2-5=0/232 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) 0-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 8-10-0, Interior (1) 8-10-0 to 10-2-0, Exterior(2E) 10-2-0 to 13-2-0 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)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1 and 94 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262443C03Common11M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:52 Page: 1 ID:IGCfkDI0j2WHYx3NAOHA2TyOUGy-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 4.24 12 =3x4 1 4 2 8 3 2-1-7 -2-1-7 2-8-7 2-8-7 2-8-7 2-0-3 0-4-3 1-3-10 Scale = 1:17.3 Plate Offsets (X, Y):[2:0-0-1,0-0-3] 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 0.38 Vert(LL)0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.08 Vert(CT)0.00 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 IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=302/0-7-6, 3=45/ Mechanical, 4=5/ Mechanical Max Horiz 2=58 (LC 8) Max Uplift 2=-94 (LC 8), 3=-21 (LC 12), 4=-10 (LC 18) Max Grav 2=437 (LC 19), 3=64 (LC 19), 4=33 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/69, 2-8=-194/200, 3-8=-12/18 BOT CHORD 2-4=-212/177 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 (3) -2-1-7 to 2-1-7, Exterior(2R) 2-1-7 to 2-7-11 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)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 3, 94 lb uplift at joint 2 and 10 lb uplift at joint 4. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262444CJ01Jack-Open 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:52 Page: 1 ID:hbf0_WQl0S3RuyPLrfCFhKyOV5j-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 612 =5x12 =3x4 =3x4 =2x4 =3x6 =3x8 =2x4 =3x4 =10x10 =3x8 =2x4 =3x4 =4x10 =MT18HS 10x16 =2x4 =3x4 =2x4 =3x8 =3x6 =7x8 =2x4 =3x4 =3x10 =3x4 =3x6 =4x8 Special NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 HUS26 8 5041424344 40 14 45 46 47 13 48 49 12 10 52 53 9 54 551151 1 57 36 15 37 56 2 763839 3 5 4 0-6-13 19-4-0 2-11-3 18 -9-3 3-6-0 8-10 -0 3-6-0 15-10-0 3-6-0 12-4-0 5-4-0 5-4-0 5-4-0 24-8-0 0-0-4 0-0-4 0-11-5 13-3-5 2-6-11 15 -10 -0 3-6-0 19-4-0 3-6-0 12-4-0 3-6-0 8-10 -0 5-3-12 5-4-0 5-4-0 24-8-0 2-0-0 10-4-0 2-0-0 8-4-0 2-0-0 16-4-0 2-0-0 6-4-0 4-0-0 14-4-0 4-4-0 4-4-0 8-4-0 24-8-0 6-6-3 0-4-3 0-5-8 0-5-8 2-7-11 3-1-3 3-1-1 6-2-4 0-3-15 6-6-3 Scale = 1:59.7 *** Design Problems *** REVIEW REQUIRED Plate Offsets (X, Y): [1:0-4-8,0-1-14], [2:0-5-0,0-0-12], [3:0-5-0,0-0-8], [4:0-2-12,0-2-0], [5:0-5-0,0-0-12], [6:0-2-8,0-1-8], [7:0-1-4,0-1-8], [8:0-4-0,0-1-15], [9:0-4-4,0-1-8], [10:0-4-0,0-4-8], [14:0-4-4,0-1-8], [19:0-0-7,0-2-8] 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 0.60 Vert(LL)-0.17 10-11 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.67 Vert(CT)-0.25 10-11 >999 240 MT18HS 185/148 TCDL 8.0 Rep Stress Incr NO WB 0.67 Horz(CT)0.09 8 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MS BCDL 7.0 Weight: 721 lb FT = 20% LUMBER TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-1,4-6:2x4 HF- N No.1/No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF Stud *Except* 12-4:2x4 HF-N No.1/ No.2, 15-6,15-11:2x6 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 10-0-0 oc bracing. REACTIONS (lb/size)1=11883/0-5-1, (req. 0-5-3), 8=10620/0-5-8 Max Horiz 1=-71 (LC 11) Max Uplift 1=-1938 (LC 10), 8=-1745 (LC 11) Max Grav 1=12643 (LC 3), 8=11341 (LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-36=-22837/3489, 36-37=-22826/3489, 2-37=-22757/3500, 2-38=-18174/2802, 3-38=-18089/2810, 3-4=-14357/2269, 4-5=-14307/2252, 5-39=-17445/2722, 6-39=-17526/2711, 6-7=-18964/2936, 7-8=-22215/3419 BOT CHORD 1-40=-2578/16661, 1-40=-2578/16661, 1-41=-3166/20524, 41-42=-3166/20524, 42-43=-3166/20524, 43-44=-3166/20524, 14-44=-3166/20524, 14-45=-3166/20524, 45-46=-3166/20524, 46-47=-3166/20524, 13-47=-3166/20524, 13-48=-2453/16179, 48-49=-2453/16179, 12-49=-2453/16179, 12-50=-2339/15761, 11-50=-2339/15761, 11-51=-2567/17262, 10-51=-2567/17262, 10-52=-3004/19869, 52-53=-3004/19869, 9-53=-3004/19869, 9-54=-3004/19869, 54-55=-3004/19869, 8-55=-3004/19869 WEBS 2-14=-648/4481, 2-56=-5285/869, 56-57=-5309/871, 13-57=-5333/874, 3-13=-863/5729, 3-12=-5143/839, 4-12=-1858/11990, 5-12=-4471/731, 10-15=-673/4491, 5-15=-713/4758, 7-10=-2562/442, 7-9=-664/4608, 6-15=-2364/372, 11-15=-1678/270 NOTES 1)4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-5-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Web connected as follows: 2x4 - 2 rows staggered at 0-5-0 oc, Except member 4-12 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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) 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. Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262445G01Common Girder 1 4M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:53 Page: 1 ID:KvNYVcaGB8ZkLoKeYBQ3AsyOV5X-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f Continued on page 2 October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 5)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 6)Unbalanced snow loads have been considered for this design. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 1.5x4 (||) MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 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)WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 13)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 14)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1938 lb uplift at joint 1 and 1745 lb uplift at joint 8. 15)Use Simpson Strong-Tie HUS26 (14-16d Girder, 4-16d Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-8-12 from the left end to 22-8-12 to connect truss(es) to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber. 17)"NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 18)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 39 lb up at 2-0-0 on top chord, and 24 lb down and 12 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 19)Studding applied to ply: 1(Front) LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-66, 4-8=-66, 8-31=-14 Concentrated Loads (lb) Vert: 13=-1684 (B), 12=-51 (F), 37=-52 (F), 40=-1687 (B), 41=3 (F), 42=-1684 (B), 43=1 (F), 44=-1684 (B), 45=1 (F), 46=-1684 (B), 47=1 (F), 48=-51 (F), 49=-1684 (B), 50=-1773 (F=-90, B=-1684), 51=-1684 (B), 52=-1684 (B), 53=-1684 (B), 54=-1684 (B), 55=-1684 (B), 56=-52 (F), 57=-52 (F) Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262445G01Common Girder 1 4M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:53 Page: 2 ID:KvNYVcaGB8ZkLoKeYBQ3AsyOV5X-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 6 12 =3x4 1 4 2 3 1-6-0 -1-6-0 2-0-0 2-0-0 2-0-0 2-0-15 0-4-3 1-4-3 Scale = 1:17.5 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 0.19 Vert(LL)0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.04 Vert(CT)0.00 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 IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 8 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=216/0-5-8, 3=36/ Mechanical, 4=6/ Mechanical Max Horiz 2=51 (LC 12) Max Uplift 2=-36 (LC 12), 3=-19 (LC 12), 4=-6 (LC 18) Max Grav 2=314 (LC 19), 3=52 (LC 19), 4=26 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/66, 2-3=-69/83 BOT CHORD 2-4=-92/48 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)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2, 6 lb uplift at joint 4 and 19 lb uplift at joint 3. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262446J02Jack-Open 6 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:53 Page: 1 ID:hbf0_WQl0S3RuyPLrfCFhKyOV5j-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =2x4 3 1 2 2-0-0 2-0-0 1-4-3 0-4-3 1-4-3 Scale = 1:29.2 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 0.09 Vert(LL)-0.01 3 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.05 Vert(CT)-0.02 3 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 1 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 5 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=79/2-0-0, 2=80/ Mechanical Max Horiz 1=34 (LC 12) Max Uplift 1=-7 (LC 12), 2=-25 (LC 12) Max Grav 1=104 (LC 18), 2=104 (LC 18) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)* 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. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1 and 25 lb uplift at joint 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262447J03Jack-Open 1 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.81 S Sep 13 2024 Print: 8.810 S Sep 13 2024 MiTek Industries, Inc. Thu Oct 31 10:42:01 Page: 1 ID:9nCOBrRNmmBIW6_XPNjUDXyOV5i-mqNKgFHi4elxKpUBB?o5bVBX4Ns?GMtmnMm8dkyNuSL October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =3x4 =1.5x4 =1.5x4 1 6 5 2 3 4 0-3-5 2-8-4 1-6-0 -1-6-0 2-4-15 2-4-15 0-3-5 2-8-4 2-4-15 2-4-15 2-5-1 0-4-3 1-8-5 Scale = 1:21.6 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 0.19 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 4 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=219/2-8-4, 4=-32/2-8-4, 5=-16/2-8-4, 6=142/2-8-4, 7=219/2-8-4 Max Horiz 2=63 (LC 12), 7=63 (LC 12) Max Uplift 2=-31 (LC 12), 4=-45 (LC 19), 5=-52 (LC 5), 6=-48 (LC 12), 7=-31 (LC 12) Max Grav 2=329 (LC 19), 4=18 (LC 12), 5=27 (LC 18), 6=189 (LC 19), 7=329 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=-137/85, 3-4=-33/12 BOT CHORD 2-6=-92/90, 5-6=0/0 WEBS 3-6=-160/126 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 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)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 2, 52 lb uplift at joint 5, 45 lb uplift at joint 4, 48 lb uplift at joint 6 and 31 lb uplift at joint 2. 12)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 7. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262448M03EMonopitch Supported Gable 2 1M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:53 Page: 1 ID:3YRhjuUH6Zl?NCENzdUl9SyOWTR-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information 6 12 =3x4 =1.5x4 =1.5x4 1 6 5 2 3 4 0-3-5 2-8-4 1-6-0 -1-6-0 2-4-15 2-4-15 0-3-5 2-8-4 2-4-15 2-4-15 2-5-1 0-4-3 1-8-5 Scale = 1:21.6 Plate Offsets (X, Y):[6:0-2-0,0-1-4] 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 0.19 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 0.02 Horz(CT)0.00 2 n/a n/a BCLL 0.0 *Code IRC2021/TPI2014 Matrix-MP BCDL 7.0 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 HF-N No.1/No.2 BOT CHORD 2x4 HF-N No.1/No.2 WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=225/0-3-8, 6=89/ Mechanical Max Horiz 2=61 (LC 12) Max Uplift 2=-34 (LC 12), 6=-25 (LC 12) Max Grav 2=336 (LC 19), 6=125 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/68, 2-3=-73/83, 3-4=-13/0 BOT CHORD 2-6=-90/44, 5-6=0/0 WEBS 3-6=-108/38 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)All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 2 and 25 lb uplift at joint 6. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 2190/B/Gar RT-Roof I15262449M04Monopitch51M-2155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.82 S Sep 12 2024 Print: 8.820 S Sep 12 2024 MiTek Industries, Inc. Wed Oct 30 17:01:53 Page: 1 ID:bx2TKk58vqh7VpirPf?OccyOWaO-RfC?PsB70Hq3NSgPqnL8w3uITXbGKWrCDoi7J4zJC?f October 31,2024 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 PR O D U C T C O D E A P P R O V A L S JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r w h e r e b e a r i n g s o c c u r . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T , I o r E l i m i n a t o r b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1 "4/3 PL A T E L O C A T I O N A N D O R I E N T A T I O N Sy m b o l s Nu m b e r i n g S y s t e m 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I 1 . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T , I , o r E l i m i n a t o r b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y Ge n e r a l S a f e t y N o t e s * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I 1 : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 0 6 M i T e k ® A l l R i g h t s R e s e r v e d WE B S ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 3 1 1 , E S R - 1 3 5 2 , E R - 5 2 4 3 , 9 6 0 4 B , 97 3 0 , 9 5 - 4 3 , 9 6 - 3 1 , 9 6 6 7 A NE R - 4 8 7 , N E R - 5 6 1 95 1 1 0 , 8 4 - 3 2 , 9 6 - 6 7 , E R - 3 9 0 7 , 9 4 3 2 A JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r w h e r e b e a r i n g s o c c u r . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T , I o r E l i m i n a t o r b r a c i n g if i n d i c a t e d . 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 1 "4/3 PL A T E L O C A T I O N A N D O R I E N T A T I O N Sy m b o l s Nu m b e r i n g S y s t e m Ge n e r a l S a f e t y N o t e s * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I 1 : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s WE B S