Loading...
Roof Truss Engineering - BTri-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/B/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 I14746609I14746564 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 =3x10 =2x4 =6x8 =4x8 =1.5x4 =3x4 =3x4 =MT18HS 5x8 =3x4 =3x8 =5x8 =2x4 =3x8 SNP3 SNP3 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 91 82 28 15 29 30 14 31 32 13 33 12 11 34 35 10 36 37 3 20 21 4 22 23 5 24 25 6 26 27 7 0-1-1 6-0-0 0-1-1 24-1-1 1-6-0 -1-6-0 1-6-0 31 -6-0 3-11-9 24 -0-0 3-11-9 9-11-9 5-0-7 15-0-0 5-0-7 20-0-7 5-10-15 5-10-15 5-10 -15 30 -0-0 4-8-13 24-9-4 4-8-13 9-11-9 5-0-7 15-0-0 5-0-7 20-0-7 5-2-12 5-2-12 5-2-12 30 -0-0 2-9-5 0-3-15 0-3-5 2-0-4 2-0-4 0-3-5 2-3-9 Scale = 1:58.6 Plate Offsets (X, Y):[3:0-2-0,0-2-0], [7:0-2-0,0-1-12], [8:1-0-14,0-1-12], [11:0-3-8,0-1-8], [14:0-2-8,0-1-8] 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 0.86 Vert(LL)-0.70 13-14 >516 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.72 Vert(CT)-1.01 13-14 >358 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr NO WB 0.72 Horz(CT)0.12 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 286 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 3-7:2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, except 2-0-0 oc purlins (3-0-7 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=-25 (LC 11) Max Uplift 2=-526 (LC 6), 8=-434 (LC 7) Max Grav 2=3009 (LC 33), 8=2811 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-8741/1449, 3-20=-11759/1898, 20-21=-11759/1898, 4-21=-11759/1898, 4-22=-11759/1898, 22-23=-11759/1898, 5-23=-11759/1898, 5-24=-13050/2104, 24-25=-13050/2104, 6-25=-13050/2104, 6-26=-11660/1840, 26-27=-11660/1840, 7-27=-11660/1840, 7-8=-8157/1229, 8-9=0/44 BOT CHORD 2-28=-1354/8290, 15-28=-1354/8290, 15-29=-1340/8168, 29-30=-1340/8168, 14-30=-1340/8168, 14-31=-2053/13050, 31-32=-2053/13050, 13-32=-2053/13050, 13-33=-1786/11660, 12-33=-1786/11660, 11-12=-1786/11660, 11-34=-1134/7726, 34-35=-1134/7726, 10-35=-1134/7726, 10-36=-1121/7768, 36-37=-1121/7768, 8-37=-1121/7768 WEBS 3-15=-76/643, 3-14=-562/3924, 4-14=-794/232, 5-14=-1479/258, 5-13=-246/176, 6-13=-281/1476, 6-11=-1271/327, 7-11=-699/4322, 7-10=0/293 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)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 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. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 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 526 lb uplift at joint 2 and 434 lb uplift at joint 8. 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 27-11-4 to connect truss(es) to front face of bottom chord. 15)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6-0-12 from the left end to 8-0-12 to connect truss(es) to front face of top chord. 16)Fill all nail holes where hanger is in contact with lumber. 17)A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746564A01California Girder 1 2M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:16 Page: 1 ID:_C5biXdjh5OW8eS8ycucj8zRUqb-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 18)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 270 lb down and 69 lb up at 10-0-12, 236 lb down and 69 lb up at 12-0-12, 184 lb down and 69 lb up at 14-0-12, 184 lb down and 69 lb up at 15-11-4, 236 lb down and 69 lb up at 17-11-4, 264 lb down and 68 lb up at 19-11-4, and 270 lb down and 66 lb up at 21-11-4, and 383 lb down and 105 lb up at 24-0-4 on top 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, 3-7=-66, 7-9=-66, 2-8=-14 Concentrated Loads (lb) Vert: 12=-59 (F), 14=-66 (F), 4=-201, 6=-194, 11=-58 (F), 20=-178 (F), 21=-178 (F), 22=-167, 23=-115, 24=-115, 25=-167, 26=-205, 27=-284, 28=-469 (F), 29=-72 (F), 30=-72 (F), 31=-59 (F), 32=-58 (F), 33=-58 (F), 34=-68 (F), 35=-62 (F), 36=-29 (F), 37=-50 (F) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746564A01California Girder 1 2M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:16 Page: 2 ID:_C5biXdjh5OW8eS8ycucj8zRUqb-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 =3x10 =1.5x4 =3x4 =5x8 =1.5x4 =3x8 =3x4 =MT18HS 5x8 =5x8 =3x4 =1.5x4 =3x8 101 14 13 12 11 92 3421 22 3338 4 23 24 25526 27 28 29630 31 32 7 0-1-1 8-0-0 0-1-1 22 -1-1 1-6-0 -1-6-0 1-6-0 31-6-0 3-8-11 25-9-12 3-10 -7 7-10 -15 4-0-8 4-0-8 4-4-15 22-0-0 4-4-15 12 -4-15 4-2-4 30-0-0 5-2-3 17-7-1 5-2-3 17-7-1 5-2-3 12-4-15 5-2-3 22 -9-4 7-2-12 7-2-12 7-2-12 30-0-0 3-5-5 0-3-15 0-3-5 2-8-4 2-8-4 0-3-5 2-11 -9 Scale = 1:58.4 Plate Offsets (X, Y):[2:0-5-2,0-1-8], [4:0-2-8,0-2-4], [7:0-2-8,0-2-4], [9:0-8-10,0-0-4], [12:0-3-0,0-3-4], [13:0-3-0,0-1-8] 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)-0.49 12-13 >735 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.70 Vert(CT)-0.71 12-13 >507 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr YES WB 0.46 Horz(CT)0.14 9 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 127 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 4-7:2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins, except 2-0-0 oc purlins (2-4-1 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 6-10-12 oc bracing. REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=-33 (LC 13) Max Uplift 2=-356 (LC 8), 9=-321 (LC 9) Max Grav 2=1788 (LC 35), 9=1708 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-21=-4408/961, 21-22=-4361/962, 3-22=-4336/968, 3-4=-4179/928, 4-23=-4949/1111, 23-24=-4949/1111, 24-25=-4949/1111, 5-25=-4949/1111, 5-26=-4949/1111, 26-27=-4949/1111, 27-28=-4949/1111, 28-29=-4949/1111, 6-29=-4949/1111, 6-30=-4754/1048, 30-31=-4754/1048, 31-32=-4754/1048, 7-32=-4754/1048, 7-8=-3917/826, 8-33=-4081/873, 33-34=-4106/865, 9-34=-4153/864, 9-10=0/43 BOT CHORD 2-14=-855/4137, 13-14=-799/3959, 12-13=-962/4841, 11-12=-699/3699, 9-11=-764/3895 WEBS 4-14=-30/213, 7-11=-31/208, 7-12=-282/1384, 5-13=-524/157, 4-13=-228/1301, 6-13=-64/205, 6-12=-596/178, 3-14=-211/221, 8-11=-190/202 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 3-3-13, Exterior(2R) 3-3-13 to 11-9-11, Interior (1) 11-9-11 to 18-2-5, Exterior(2R) 18-2-5 to 26-8-3, Interior (1) 26-8-3 to 28-6-0, Exterior (2E) 28-6-0 to 31-6-0 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)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 lb uplift at joint 2 and 321 lb uplift at joint 9. 10)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. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 292 lb down and 192 lb up at 7-11-12, 123 lb down and 77 lb up at 10-0-12, 130 lb down and 81 lb up at 12-0-12, 124 lb down and 81 lb up at 14-0-12, 124 lb down and 81 lb up at 15-11-4, 130 lb down and 81 lb up at 17-11-4, and 125 lb down and 78 lb up at 19-11-4, and 120 lb down and 113 lb up at 22-0-4 on top 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: 1-4=-66, 4-7=-66, 7-10=-66, 15-18=-14 Concentrated Loads (lb) Vert: 23=-193, 24=-58, 25=-61, 27=-55, 28=-55, 30=-61, 31=-59, 32=-21 Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746565A02California21M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:19 Page: 1 ID:x7HCFr3IC9wPSAC339Y2BkzRUq1-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 =3x8 =1.5x4 =3x4 =4x10 =3x8 =1.5x4 =4x6 =4x10 =3x4 =1.5x4 =3x8 913320 13 12 11 10 82 3221 733122 4 23 24 25 26 5 27 28 29 30 6 0-1-1 20-1-1 0-1-1 10-0-0 1-6-0 -1-6-0 1-6-0 31-6-0 5-0-0 20-0-0 5-0-0 15-0-0 4-11-5 4-11-5 4-11-5 30 -0-0 4-11-10 25-0-11 4-11-10 9-10-15 5-9-4 20-9-4 5-9-4 15-0-0 9-2-12 9-2-12 9-2-12 30-0-0 4-1-5 0-3-15 0-3-5 3-4-4 3-4-4 0-3-5 3-7-9 Scale = 1:58.3 Plate Offsets (X, Y):[2:0-0-2,Edge], [4:0-5-4,0-1-4], [6:0-5-4,0-1-4], [8:0-0-2,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 0.65 Vert(LL)-0.34 12 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.65 Vert(CT)-0.50 10-12 >725 240 TCDL 8.0 Rep Stress Incr YES WB 0.29 Horz(CT)0.12 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 125 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 4-6:2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except 2-0-0 oc purlins (2-10-15 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=-40 (LC 52) Max Uplift 2=-286 (LC 8), 8=-284 (LC 9) Max Grav 2=1599 (LC 35), 8=1628 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-20=0/16, 2-20=0/37, 2-21=-3856/793, 3-21=-3822/804, 3-22=-3345/685, 4-22=-3280/697, 4-23=-3660/817, 23-24=-3660/817, 24-25=-3660/817, 25-26=-3660/817, 5-26=-3660/817, 5-27=-3660/817, 27-28=-3660/817, 28-29=-3660/817, 29-30=-3660/817, 6-30=-3660/817, 6-31=-3377/697, 7-31=-3442/685, 7-32=-3910/804, 8-32=-3944/793, 8-33=0/37, 9-33=0/16 BOT CHORD 2-13=-695/3626, 12-13=-555/3108, 11-12=-555/3202, 10-11=-555/3202, 8-10=-695/3710 WEBS 3-13=-516/227, 4-13=-11/317, 4-12=-187/862, 5-12=-610/176, 6-12=-157/754, 6-10=-12/317, 7-10=-505/230 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 5-3-13, Exterior(2R) 5-3-13 to 13-9-11, Interior (1) 13-9-11 to 16-2-5, Exterior(2R) 16-2-5 to 24-8-3, Interior (1) 24-8-3 to 28-6-0, Exterior (2E) 28-6-0 to 31-6-0 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)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* 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 286 lb uplift at joint 2 and 284 lb uplift at joint 8. 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 80 lb up at 9-11-12, 125 lb down and 78 lb up at 12-0-12, 132 lb down and 83 lb up at 14-0-12, 132 lb down and 83 lb up at 15-11-4, and 125 lb down and 78 lb up at 17-11-4, and 177 lb down and 113 lb up at 20-0-4 on top 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: 1-4=-66, 4-6=-66, 6-9=-66, 14-17=-14 Concentrated Loads (lb) Vert: 25=-59, 26=-62, 27=-62, 28=-59, 30=-78 Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746566A03California21M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:20 Page: 1 ID:fg2Xm8PYqZ1WuOmbdhYJjMzRUoH-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 =3x8 =1.5x4 =3x4 =3x8 =4x6 =3x4 =4x6 =4x6 =3x8 =3x4 =1.5x4 =3x8 91 14 13 12 11 10 82 3021 732229 23 28 5 2625 2724 64 0-1-1 18-1-1 0-1-1 12-0-0 1-6-0 -1-6-0 1-6-0 31-6-0 2-10-0 18-0-0 3-2-0 15-2-0 5-11-5 5-11-5 5-11-5 30-0-0 5-11-10 11-10-15 5-11-10 24-0-11 5-3-7 11-2-12 5-3-7 24-0-11 5-11-5 5-11-5 5-11-5 30-0-0 7-6-8 18-9-4 4-9-5 0-3-15 0-3-5 4-0-4 4-0-4 0-3-5 4-3-9 Scale = 1:58.3 Plate Offsets (X, Y):[4:0-2-0,0-1-12], [6:0-2-0,0-1-12] 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 0.58 Vert(LL)-0.33 11-13 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.88 Vert(CT)-0.54 11-13 >671 240 TCDL 8.0 Rep Stress Incr YES WB 0.51 Horz(CT)0.16 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 119 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 2-5-3 oc purlins, except 2-0-0 oc purlins (3-3-13 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 7-2-7 oc bracing. REACTIONS (size)2=0-5-8, 8=0-5-8 Max Horiz 2=-48 (LC 52) Max Uplift 2=-270 (LC 8), 8=-270 (LC 9) Max Grav 2=1520 (LC 35), 8=1522 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-21=-3703/716, 3-21=-3645/730, 3-22=-2857/606, 22-23=-2776/613, 4-23=-2769/621, 4-24=-2632/613, 24-25=-2634/612, 5-25=-2636/612, 5-26=-2639/612, 26-27=-2637/612, 6-27=-2635/612, 6-28=-2772/620, 28-29=-2779/613, 7-29=-2860/606, 7-30=-3650/731, 8-30=-3707/717, 8-9=0/31 BOT CHORD 2-14=-621/3458, 13-14=-621/3458, 12-13=-517/2839, 11-12=-517/2839, 10-11=-621/3462, 8-10=-621/3462 WEBS 3-14=0/171, 3-13=-882/211, 4-13=-69/549, 6-11=-75/566, 7-11=-884/210, 7-10=0/171, 5-11=-473/121, 5-13=-468/118 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 6-11-13, Exterior(2R) 6-11-13 to 23-0-3, Interior (1) 23-0-3 to 28-6-0, Exterior(2E) 28-6-0 to 31-6-0 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)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* 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 270 lb uplift at joint 2 and 270 lb uplift at joint 8. 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 lb down and 106 lb up at 11-11-12, 125 lb down and 78 lb up at 14-0-12, and 125 lb down and 78 lb up at 15-11-4, and 157 lb down and 106 lb up at 18-0-4 on top 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: 1-4=-66, 4-6=-66, 6-9=-66, 15-18=-14 Concentrated Loads (lb) Vert: 24=-51, 25=-59, 26=-59, 27=-58 Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746567A04California21M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:20 Page: 1 ID:n_vkB0BhmE5RaDfuN7iJJrzRUnH-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 =3x8 =1.5x4 =3x4 =3x4 =4x8 =4x6 =3x8 =4x6 =3x4 =1.5x4 =3x8 81 13 12 11 10 9 72 2720 2621 63 2522 4 23 24 5 0-1-1 16 -1-1 0-1-1 14-0-0 1-6-0 -1-6-0 1-6-0 31-6-0 2-0-0 16-0-0 6-11-5 6-11-5 6-11-5 30-0-0 6-11-10 13-10 -15 6-11-10 23-0-11 3-6-8 16-9-4 6-3-7 13-2-12 6-3-7 23-0-11 6-11-5 6-11-5 6-11-5 30-0-0 5-5-5 0-3-15 0-3-5 4-8-4 4-8-4 0-3-5 4-11 -9 Scale = 1:58.4 Plate Offsets (X, Y):[4:0-4-4,0-1-4], [5:0-2-0,0-1-12] 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 0.97 Vert(LL)-0.31 11-12 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.89 Vert(CT)-0.47 12-13 >758 240 TCDL 8.0 Rep Stress Incr YES WB 0.86 Horz(CT)0.15 7 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 118 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, except 2-0-0 oc purlins (3-7-8 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 7-7-11 oc bracing. REACTIONS (size)2=0-5-8, 7=0-5-8 Max Horiz 2=-56 (LC 13) Max Uplift 2=-261 (LC 8), 7=-261 (LC 9) Max Grav 2=1456 (LC 35), 7=1463 (LC 37) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-20=-3515/645, 20-21=-3460/651, 3-21=-3383/662, 3-22=-2584/528, 4-22=-2512/540, 4-23=-2337/532, 23-24=-2334/532, 5-24=-2331/532, 5-25=-2460/533, 6-25=-2532/515, 6-26=-3463/662, 26-27=-3463/652, 7-27=-3520/645, 7-8=0/31 BOT CHORD 2-13=-550/3283, 12-13=-550/3283, 11-12=-360/2373, 10-11=-551/3285, 9-10=-551/3285, 7-9=-551/3285 WEBS 3-13=0/239, 3-12=-1016/240, 4-12=-43/421, 4-11=-278/148, 5-11=-48/457, 6-11=-1078/237, 6-9=0/238 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 9-3-13, Exterior(2R) 9-3-13 to 21-0-3, Interior (1) 21-0-3 to 28-6-0, Exterior(2E) 28-6-0 to 31-6-0 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)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)* 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 261 lb uplift at joint 2 and 261 lb uplift at joint 7. 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 116 lb up at 13-11-12, and 198 lb down and 116 lb up at 16-0-4 on top 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: 1-4=-66, 4-5=-66, 5-8=-66, 14-17=-14 Concentrated Loads (lb) Vert: 23=-91, 24=-99 Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746568A05California21M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:21 Page: 1 ID:C6ejygev2blBWv_?2Os?JfzRUmi-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 =3x6 =1.5x4 =3x4 =3x8 =4x6 =4x6 =3x4 =1.5x4 =3x6 1 7 11 10 9 8 2 6 18 21 3 5 19 20 4 1-6-0 -1-6-0 1-6-0 31-6-0 7-1-2 15-0-0 7-1-2 22-1-2 7-10-14 7-10-14 7-10-14 30-0-0 7-1-2 15-0-0 7-1-2 22-1-2 7-10-14 7-10-14 7-10-14 30-0-0 5-9-11 0-3-15 5-3-15 Scale = 1:57.7 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 0.68 Vert(LL)-0.22 10 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.82 Vert(CT)-0.37 8-10 >980 240 TCDL 8.0 Rep Stress Incr YES WB 0.35 Horz(CT)0.14 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 112 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* 10-3,10-5:2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. WEBS 1 Row at midpt 3-10, 5-10 REACTIONS (size)2=0-5-8, 6=0-5-8 Max Horiz 2=62 (LC 16) Max Uplift 2=-245 (LC 8), 6=-245 (LC 9) Max Grav 2=1306 (LC 19), 6=1306 (LC 20) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-18=-2991/577, 3-18=-2991/598, 3-19=-1994/446, 4-19=-1908/455, 4-20=-1908/455, 5-20=-1994/446, 5-21=-2991/598, 6-21=-2991/577, 6-7=0/31 BOT CHORD 2-11=-484/2798, 10-11=-484/2798, 9-10=-484/2798, 8-9=-484/2798, 6-8=-484/2798 WEBS 3-11=0/263, 3-10=-1194/264, 4-10=-105/794, 5-10=-1194/265, 5-8=0/263 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 12-0-0, Exterior(2R) 12-0-0 to 18-0-0, Interior (1) 18-0-0 to 28-6-0, Exterior(2E) 28-6-0 to 31-6-0 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 245 lb uplift at joint 2 and 245 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/B/Gar LT-Roof I14746569A06Common91M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:21 Page: 1 ID:YLz1aBvitMX39IgEK0G9CIzRUmM-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 =3x8 =2x4 =5x10 =4x4 =3x4 =3x4 =3x4 =3x4 =3x4 =MT18HS 5x8 =3x10 =1.5x4 =5x10 =2x4 =3x8 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 1 10 92 34 35 17 36 37 16 38 39 15 40 41 14 13 42 12 11 45 464344 3 22 23 4 24 25 5 26 2728 29 6 7 32 33 83031 0-1-1 24-1-1 0-1-1 6-0-0 1-6-0 31-6-0 1-6-0 -1-6-0 3-1-10 24-0-0 3-1-10 9-1-10 3-10-14 16-11-7 3-10 -14 13 -0-9 3-10-14 20-10-6 5-10-15 30-0-0 5-10-15 5-10-15 3-10-14 24-9-4 3-10-14 16-11-7 3-10-14 9-1-10 3-10 -14 13 -0-9 3-10-14 20-10-6 5-2-12 5-2-12 5-2-12 30-0-0 2-9-5 0-3-15 0-3-5 2-0-4 2-0-4 0-3-5 2-3-9 Scale = 1:58.7 Plate Offsets (X, Y):[2:1-0-14,0-1-12], [3:0-3-4,0-2-0], [8:0-3-4,0-2-0], [9:1-0-14,0-1-12], [12:0-2-0,0-1-8], [16:0-1-12,0-1-12] 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 0.84 Vert(LL)-0.75 14-15 >479 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.69 Vert(CT)-1.09 14-15 >329 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr NO WB 0.62 Horz(CT)0.12 9 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 282 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except 2-0-0 oc purlins (2-7-11 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 9=0-5-8 Max Horiz 2=25 (LC 48) Max Uplift 2=-424 (LC 6), 9=-424 (LC 7) Max Grav 2=2717 (LC 33), 9=2718 (LC 35) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-7871/1203, 3-22=-10637/1680, 22-23=-10637/1680, 4-23=-10637/1680, 4-24=-12118/1938, 24-25=-12118/1938, 5-25=-12118/1938, 5-26=-12159/1944, 26-27=-12159/1944, 27-28=-12159/1944, 28-29=-12159/1944, 6-29=-12159/1944, 6-30=-10478/1653, 30-31=-10478/1653, 7-31=-10478/1653, 7-32=-10478/1653, 32-33=-10478/1653, 8-33=-10478/1653, 8-9=-7881/1207, 9-10=0/44 BOT CHORD 2-34=-1125/7473, 34-35=-1125/7473, 17-35=-1125/7473, 17-36=-1136/7440, 36-37=-1136/7440, 16-37=-1136/7440, 16-38=-1636/10637, 38-39=-1636/10637, 15-39=-1636/10637, 15-40=-1894/12118, 40-41=-1894/12118, 14-41=-1894/12118, 13-14=-1891/12159, 13-42=-1891/12159, 12-42=-1891/12159, 12-43=-1113/7453, 43-44=-1113/7453, 11-44=-1113/7453, 11-45=-1104/7502, 45-46=-1104/7502, 9-46=-1104/7502 WEBS 3-17=0/260, 8-11=0/299, 3-16=-583/3678, 8-12=-552/3490, 4-16=-1312/302, 4-15=-294/1673, 5-15=-545/189, 5-14=-17/91, 6-14=0/261, 6-12=-1888/330, 7-12=-648/185 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)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 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. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 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 424 lb uplift at joint 2 and 424 lb uplift at joint 9. 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)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746570A07California Girder 1 2M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:23 Page: 1 ID:V4kwqxyHN4Uj5fpywnJYEezRUl?-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 14)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 27-11-4 to connect truss(es) to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 368 lb down and 105 lb up at 5-11-12, 270 lb down and 66 lb up at 8-0-12, 264 lb down and 68 lb up at 10-0-12, 229 lb down and 68 lb up at 12-0-12, 178 lb down and 68 lb up at 14-0-12, 178 lb down and 68 lb up at 15-11-4, 229 lb down and 68 lb up at 17-11-4, 264 lb down and 68 lb up at 19-11-4, and 270 lb down and 66 lb up at 21-11-4, and 368 lb down and 105 lb up at 24-0-4 on top 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, 3-8=-66, 8-10=-66, 2-9=-14 Concentrated Loads (lb) Vert: 13=-52 (B), 22=-269, 23=-205, 24=-194, 25=-159, 26=-108, 29=-108, 30=-159, 31=-194, 32=-205, 33=-269, 34=-14 (B), 35=-29 (B), 36=-62 (B), 37=-68 (B), 38=-58 (B), 39=-52 (B), 40=-51 (B), 41=-51 (B), 42=-58 (B), 43=-68 (B), 44=-62 (B), 45=-29 (B), 46=-14 (B) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746570A07California Girder 1 2M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:23 Page: 2 ID:V4kwqxyHN4Uj5fpywnJYEezRUl?-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 =4x6 =2x4 =6x8 =5x8 =1.5x4 =4x4 =5x6 =6x8 =2x4 =3x8 SNP3 JUS24 JUS24 JUS24 JUS24 -2 JUS24 JUS24 JUS24 JUS24 JUS24 Special JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 1 2 7 20 11 21 22 23 10 24 25 26 27 9 28 29 30 31 8 32 33 4 51817 19163 6 0-1-1 4-3-0 1-6-0 -1-6-0 3-1-12 7-4-12 3-1-12 14-9-0 4-2-9 11-7-4 4-1-15 4-1-15 4-3-0 19-0-0 3-5-12 19-0-0 3-5-12 3-5-12 3-11-0 15-6-4 3-11-0 7-4-12 4-2-9 11-7-4 2-2-11 0-3-15 0-3-5 0-3-11 1-5-4 1-5-4 0-3-5 1-8-9 Scale = 1:39.4 Plate Offsets (X, Y):[2:0-5-2,0-1-1], [3:0-2-0,0-1-12], [6:0-2-4,0-1-12], [9:0-3-0,0-2-0], [10:0-4-0,0-2-0] 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 0.74 Vert(LL)-0.43 9-10 >527 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.74 Vert(CT)-0.61 9-10 >375 240 TCDL 8.0 Rep Stress Incr NO WB 0.83 Horz(CT)0.07 7 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MS BCDL 7.0 Weight: 176 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 *Except* 3-6:2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, except 2-0-0 oc purlins (3-4-5 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 7=0-5-8 Max Horiz 2=28 (LC 6) Max Uplift 2=-459 (LC 6), 7=-287 (LC 7) Max Grav 2=2730 (LC 17), 7=2421 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/42, 2-3=-8005/1235, 3-16=-11767/1673, 16-17=-11802/1680, 17-18=-11806/1680, 4-18=-11809/1680, 4-5=-11794/1676, 5-19=-11063/1416, 6-19=-11058/1417, 6-7=-6906/813 BOT CHORD 2-20=-1141/7568, 11-20=-1141/7568, 11-21=-1136/7464, 21-22=-1136/7464, 22-23=-1136/7464, 10-23=-1136/7464, 10-24=-1375/11052, 24-25=-1375/11052, 25-26=-1375/11052, 26-27=-1375/11052, 9-27=-1375/11052, 9-28=-736/6374, 28-29=-736/6374, 29-30=-736/6374, 30-31=-736/6374, 8-31=-736/6374, 8-32=-741/6546, 32-33=-741/6546, 7-33=-741/6546 WEBS 3-11=-22/478, 3-10=-528/4575, 4-10=-847/183, 5-10=-334/997, 5-9=-908/216, 6-9=-683/4964, 6-8=-19/790 NOTES 1)2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Web connected as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)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 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. 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)* 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 287 lb uplift at joint 7 and 459 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. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 3-0-0 oc max. starting at 2-0-12 from the left end to 16-11-4 to connect truss(es) to front face of bottom chord. 14)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 6-0-12 from the left end to connect truss(es) to front face of top chord, skewed 0.0 deg.to the left, sloping -18.4 deg. down. 15)Use MiTek JUS24-2 (With 4-16d nails into Girder & 2-16d nails into Truss) or equivalent at 6-10-8 from the left end to connect truss(es) to front face of bottom chord. Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746571B00California Girder 1 2M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:24 Page: 1 ID:afXll3o?zInmxkAiH4mpkizRUy6-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 16)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 17-11-4 to connect truss(es) to back face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 19)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 517 lb down and 111 lb up at 4-0-12, and 428 lb down and 115 lb up at 4-2-12 on top 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, 3-6=-66, 6-7=-66, 2-7=-14 Concentrated Loads (lb) Vert: 13=-232 (B), 16=-811 (B=-482), 17=-99 (F), 20=-82 (F), 21=-34 (F=-29, B=-5), 22=-365 (F=-49, B=-316), 23=-304 (F), 24=-316 (B), 25=-51 (F), 26=-253 (B), 27=-28 (F), 28=-232 (B), 29=-60 (F), 30=-229 (B), 31=-28 (F), 32=-229 (B), 33=-51 (F) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746571B00California Girder 1 2M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:24 Page: 2 ID:afXll3o?zInmxkAiH4mpkizRUy6-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 2.8312 =3x6 =3x4SNP3 SNP3 SNP3 SNP3 SNP3 SNP3 SNP3 1 10 2 14 3 4 5 15 6 7 8 9 2-1-7 -2-1-7 2-8-7 2-8-7 18-4-10 21 -1-1 2-8-7 5-9-4 0-3-15 5-3-9 Scale = 1:43.3 Plate Offsets (X, Y):[2:0-1-15,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 0.73 Vert(LL)-0.02 10-13 >999 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.62 Vert(CT)-0.03 10-13 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 8 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 36 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr 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 (size)2=0-7-6, 3=0-2-2, 5=0-2-2, 6=0-2-2, 7=0-2-2, 8=0-2-2, 10= Mechanical Max Horiz 2=183 (LC 6) Max Uplift 2=-64 (LC 27), 3=-142 (LC 10), 5=-74 (LC 6), 6=-74 (LC 6), 7=-70 (LC 6), 8=-60 (LC 6), 10=-92 (LC 10) Max Grav 2=295 (LC 1), 3=456 (LC 1), 5=207 (LC 17), 6=265 (LC 17), 7=240 (LC 17), 8=285 (LC 17), 10=283 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-14=-142/150, 3-14=-124/40, 3-4=-91/4, 4-5=-89/17, 5-15=-68/2, 6-15=-65/24, 6-7=-45/25, 7-8=-22/37, 8-9=-28/0 BOT CHORD 2-10=-150/33 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; cantilever left and right exposed ; end vertical left and right exposed; 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 20.0 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 at joint(s) 3, 5, 6, 7, 8. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 2, 92 lb uplift at joint 10, 142 lb uplift at joint 3, 74 lb uplift at joint 5, 74 lb uplift at joint 6, 70 lb uplift at joint 7 and 60 lb uplift at joint 8. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8. 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)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-7-7 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -18.4 deg. down. 13)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-7-7 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -18.4 deg. down. 14)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 5-7-14 oc max. starting at 8-5-6 from the left end to 16-11-3 to connect truss(es) to back face of top chord. 15)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 14-1-4 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -18.4 deg. down. 16)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 19-9-2 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -18.4 deg. down. 17)Fill all nail holes where hanger is in contact with lumber. 18)A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 19)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746572CJ01Diagonal Hip Girder 3 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:25 Page: 1 ID:5XA5uT7ZfIuztlYVFGBmECzRUsW-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 Vert: 1-9=-66, 10-11=-14 Concentrated Loads (lb) Vert: 3=-140 (B), 6=-2 (B), 14=-64 (B) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746572CJ01Diagonal Hip Girder 3 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:25 Page: 2 ID:5XA5uT7ZfIuztlYVFGBmECzRUsW-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 2.8312 =3x4 SNP3 SNP3 SNP3 1 5 2 9 10 3 11 4 2-1-7 -2-1-7 2-8-7 2-8-7 10 -7-4 13-3-12 2-8-7 3-11 -4 0-3-15 3-5-9 Scale = 1:31.2 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 0.86 Vert(LL)-0.01 5-8 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.35 Vert(CT)-0.02 5-8 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 25 lb FT = 20% LUMBER TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF 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 (size)2=0-7-6, 3=0-4-4, 4= Mechanical, 5= Mechanical Max Horiz 2=124 (LC 6) Max Uplift 2=-85 (LC 6), 3=-152 (LC 10), 4=-94 (LC 6), 5=-38 (LC 10) Max Grav 2=333 (LC 1), 3=515 (LC 17), 4=330 (LC 17), 5=120 (LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-9=-91/139, 9-10=-75/25, 3-10=-73/47, 3-11=-61/2, 4-11=-29/61 BOT CHORD 2-5=-120/32 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; cantilever left and right exposed ; end vertical left and right exposed; 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 20.0 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 94 lb uplift at joint 4, 85 lb uplift at joint 2, 38 lb uplift at joint 5 and 152 lb uplift at joint 3. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10)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. 11)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-7-7 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -18.4 deg. down. 12)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 3-6-7 oc max. starting at 5-7-7 from the left end to 9-1-14 to connect truss(es) to back face of top chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 15)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-4=-66, 5-6=-14 Concentrated Loads (lb) Vert: 10=-81 (F=-50, B=-31), 11=-22 (B) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746573CJ02Diagonal Hip Girder 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:25 Page: 1 ID:z4?TqaBaHR1eTHW8_ftcrfzRV_B-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 2.8312 =3x8 SNP3 SNP3 1 4 2 8 3 2-1-7 -2-1-7 2-8-7 2-8-7 5-7-14 8-4-5 2-8-7 2-9-4 0-3-15 0-11 -9 2-3-9 Scale = 1:28.7 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 0.83 Vert(LL)-0.03 4-7 >999 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.78 Vert(CT)-0.04 4-7 >804 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 18 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr 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 (size)2=0-7-6, 3= Mechanical, 4= Mechanical Max Horiz 2=84 (LC 6) Max Uplift 2=-92 (LC 27), 3=-76 (LC 10), 4=-87 (LC 10) Max Grav 2=338 (LC 17), 3=275 (LC 17), 4=353 (LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-8=-95/148, 3-8=-23/48 BOT CHORD 2-4=-149/46 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; cantilever left and right exposed ; end vertical left and right exposed; 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 20.0 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 76 lb uplift at joint 3, 92 lb uplift at joint 2 and 87 lb uplift at joint 4. 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)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-7-7 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -18.4 deg. down. 11)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-7-7 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -18.4 deg. down. 12)Fill all nail holes where hanger is in contact with lumber. 13)A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 14)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=-93 (F=-31, B=-62) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746574CJ03Roof Special Girder 2 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:25 Page: 1 ID:_i91ESQYGnt9jzJly4iXzAzRUyb-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 2.83 12 =3x4 1 4 2 8 3 2-1-7 -2-1-7 2-0-12 4-9-3 2-8-7 2-8-7 2-8-7 1-11 -1 0-3-15 0-11 -91-5-7 Scale = 1:20 Plate Offsets (X, Y):[2:0-2-11,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 0.41 Vert(LL)-0.01 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.21 Vert(CT)-0.01 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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 (size)2=0-4-9, 3= Mechanical, 4= Mechanical Max Horiz 2=55 (LC 8) Max Uplift 2=-100 (LC 8), 3=-39 (LC 12), 4=-18 (LC 12) Max Grav 2=447 (LC 19), 3=137 (LC 19), 4=81 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-8=-129/122, 3-8=-22/24 BOT CHORD 2-4=-127/101 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 4-8-7 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 20.0 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 39 lb uplift at joint 3, 100 lb uplift at joint 2 and 18 lb uplift at joint 4. 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/B/Gar LT-Roof I14746575CJ04Jack-Open Girder 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:26 Page: 1 ID:WG9_U0NZtBGu10tqryCafmzRVbz-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 2.83 12 =4x4 =6x6 1 4 2 8 3 2-1-7 -2-1-7 2-7-12 2-7-12 2-7-12 1-5-1 0-3-15 0-11 -7 0-2-1 Scale = 1:18.9 Plate Offsets (X, Y):[2:0-4-3,Edge], [3:2-0-1,0-1-12] 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 0.41 Vert(LL)0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.06 Vert(CT)0.00 7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 9 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 2-7-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-4-9, 4= Mechanical Max Horiz 2=24 (LC 8) Max Uplift 2=-97 (LC 8), 4=-22 (LC 18) Max Grav 2=408 (LC 19), 4=49 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-8=-125/131, 3-8=-6/8, 3-4=-47/16 BOT CHORD 2-4=-131/127 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 2-6-0 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 20.0 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 22 lb uplift at joint 4 and 97 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/B/Gar LT-Roof I14746576CJ05Jack-Open Girder 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:26 Page: 1 ID:MSLuEYM_1RVhMJNSicZWKQzRUuo-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 2.83 12 =3x4 1 4 2 8 3 2-1-7 -2-1-7 2-8-7 2-8-7 2-9-4 5-5-11 2-8-7 2-1-1 0-3-15 0-11 -91-7-7 Scale = 1:20.5 Plate Offsets (X, Y):[2:0-2-15,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 0.41 Vert(LL)-0.01 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.32 Vert(CT)-0.02 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 12 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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 (size)2=0-4-9, 3= Mechanical, 4= Mechanical Max Horiz 2=61 (LC 8) Max Uplift 2=-99 (LC 8), 3=-46 (LC 12), 4=-28 (LC 12) Max Grav 2=450 (LC 19), 3=162 (LC 19), 4=119 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-8=-133/122, 3-8=-26/28 BOT CHORD 2-4=-127/99 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 5-4-15 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 20.0 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 46 lb uplift at joint 3, 99 lb uplift at joint 2 and 28 lb uplift at joint 4. 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/B/Gar LT-Roof I14746577CJ06Jack-Open Girder 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:26 Page: 1 ID:V1kWEFLnzKiBal40x7XW6VzRUtX-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 =1.5x4 =5x6 =4x4 =3x4 =3x4 =3x6 SNP3 JUS24 JUS24 6 9 5 10 4 1 7 2 8 3 3-0-0 3-0-0 3-0-0 6-0-0 3-0-0 3-0-0 3-0-0 6-0-0 1-4-4 1-0-12 1-0-12 0-3-8 1-4-4 Scale = 1:31.3 Plate Offsets (X, Y):[1:0-3-0,0-2-12], [5:0-1-12,0-2-0] 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 0.40 Vert(LL)-0.03 4-5 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.54 Vert(CT)-0.03 4-5 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.52 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (size)1= Mechanical, 3= Mechanical, 4= Mechanical, 6= Mechanical Max Horiz 1=-472 (LC 1), 6=472 (LC 1) Max Uplift 1=-124 (LC 7), 3=-44 (LC 6), 4=-68 (LC 6) Max Grav 1=548 (LC 1), 3=138 (LC 1), 4=359 (LC 1), 6=42 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=0/0, 1-7=-754/173, 2-7=-754/173, 2-8=-14/11, 3-8=-14/11, 3-4=0/0 BOT CHORD 6-9=-472/103, 5-9=-472/103, 5-10=-160/754, 4-10=-160/754 WEBS 1-5=-273/1308, 2-5=-238/96, 2-4=-804/172 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; cantilever left and right exposed ; end vertical left and right exposed; 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)Provide adequate drainage to prevent water ponding. 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 44 lb uplift at joint 3, 124 lb uplift at joint 1 and 68 lb uplift at joint 4. 9)Non Standard bearing condition. Review required. 10)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. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. 14)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 4-0-12 from the left end to connect truss(es) to back face of top chord, skewed 0.0 deg.to the left, sloping -18.4 deg. down. 15)Fill all nail holes where hanger is in contact with lumber. 16)A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 17)Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 232 lb down and 57 lb up at 2-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-6=-14 Concentrated Loads (lb) Vert: 7=-132, 8=-240 (B), 9=-40 (B), 10=-196 (B) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746578GRD1Roof Special Girder 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:26 Page: 1 ID:gi?Pi_z927hODa_xYOkiegzRVBN-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 4 12 =2x4 =1.5x4 =1.5x4 JUS24 JUS24 7 3 1 2 4-3-0 4-3-0 1-8-15 0-3-15 1-8-15 Scale = 1:23.3 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 0.22 Vert(LL)-0.03 3-6 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.23 Vert(CT)-0.04 3-6 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 1 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 24 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 4-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-5-8, 3= Mechanical Max Horiz 1=40 (LC 9) Max Uplift 1=-53 (LC 6), 3=-54 (LC 10) Max Grav 1=338 (LC 16), 3=318 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-258/49, 2-3=-185/43 BOT CHORD 1-7=-40/224, 3-7=-18/15 NOTES 1)2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3)Wind: ASCE 7-16; 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 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)Refer to girder(s) for truss to truss connections. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1 and 54 lb uplift at joint 3. 10)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. 11)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-6-12 from the left end to 2-6-12 to connect truss(es) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-2=-66, 3-4=-14 Concentrated Loads (lb) Vert: 6=-85 (F), 7=-126 (F) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746579GRD2Jack-Closed Girder 1 2M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:27 Page: 1 ID:fNRhX74syARhR9TSbKE26GzRV?d-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 4 12 =2x4 1 4 2 3 1-6-0 -1-6-0 1-11-8 1-11-8 1-11-8 1-5-8 0-3-15 0-11 -12 0-2-1 Scale = 1:18.8 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 0.20 Vert(LL)0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.09 Vert(CT)0.00 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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, 4= Mechanical Max Horiz 2=35 (LC 8) Max Uplift 2=-64 (LC 8), 4=-8 (LC 9) Max Grav 2=295 (LC 19), 4=51 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-58/67 BOT CHORD 2-4=-57/40 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)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 64 lb uplift at joint 2 and 8 lb uplift at joint 4. 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/B/Gar LT-Roof I14746580J20Monopitch61M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:27 Page: 1 ID:ef8tB9zMnku9sJzBZgaX?bzRVZv-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 4 12 =3x4 1 4 2 3 0-1-1 2-0-0 1-6-0 -1-6-0 1-10 -15 1-10 -15 2-0-0 1-5-5 0-3-15 0-11 -9 Scale = 1:21.5 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 0.20 Vert(LL)0.00 7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.03 Vert(CT)0.00 7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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 (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=39 (LC 8) Max Uplift 2=-66 (LC 8), 3=-13 (LC 12), 4=-5 (LC 18) Max Grav 2=293 (LC 19), 3=41 (LC 19), 4=24 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/44, 2-3=-53/60 BOT CHORD 2-4=-61/41 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 66 lb uplift at joint 2, 5 lb uplift at joint 4 and 13 lb uplift at joint 3. 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/B/Gar LT-Roof I14746581J22Jack-Open 7 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:27 Page: 1 ID:ccEUgyuPrOmKm7zB7cVjAqzRVdu-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 4 12 =2x4 3 1 2 0-1-1 2-0-0 1-10-15 1-10-15 2-0-0 0-11 -9 0-3-15 0-11 -9 Scale = 1:21.7 Plate Offsets (X, Y):[1:0-0-6,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 0.04 Vert(LL)0.00 3-6 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.05 Vert(CT)0.00 3-6 >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 IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 5 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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 (size)1= Mechanical, 2= Mechanical, 3= Mechanical Max Horiz 1=22 (LC 8) Max Uplift 1=-11 (LC 8), 2=-17 (LC 8), 3=-1 (LC 8) Max Grav 1=96 (LC 18), 2=63 (LC 18), 3=31 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-52/17 BOT CHORD 1-3=-27/40 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)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 11 lb uplift at joint 1, 1 lb uplift at joint 3 and 17 lb uplift at joint 2. 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/B/Gar LT-Roof I14746582J22AJack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:27 Page: 1 ID:yY6NoAT47K3LHcb3Tnp8AFzRVZG-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 4 12 =2x4 1 4 2 3 1-6-0 -1-6-0 2-0-0 2-0-0 1-10-15 3-10-15 2-0-0 2-1-5 0-3-15 1-7-9 Scale = 1:20.1 Plate Offsets (X, Y):[2:0-0-2,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 0.21 Vert(LL)0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.17 Vert(CT)-0.01 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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 (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=61 (LC 8) Max Uplift 2=-67 (LC 8), 3=-36 (LC 12), 4=-20 (LC 12) Max Grav 2=341 (LC 19), 3=122 (LC 19), 4=84 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-64/55 BOT CHORD 2-4=-59/40 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)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 36 lb uplift at joint 3, 67 lb uplift at joint 2 and 20 lb uplift at joint 4. 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/B/Gar LT-Roof I14746583J24Jack-Open 5 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:28 Page: 1 ID:d8HKpaIkqq2WrLZj7l6iY?zRVdM-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 4 12 =3x4 3 1 2 2-0-0 2-0-0 1-10-15 3-10-15 2-0-0 1-7-9 0-3-15 1-7-9 Scale = 1:19.1 Plate Offsets (X, Y):[1:0-1-6,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 0.17 Vert(LL)-0.01 3-6 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.26 Vert(CT)-0.01 3-6 >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 IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 7 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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 (size)1= Mechanical, 2= Mechanical, 3= Mechanical Max Horiz 1=44 (LC 8) Max Uplift 1=-14 (LC 8), 2=-36 (LC 8), 3=-27 (LC 8) Max Grav 1=140 (LC 19), 2=122 (LC 19), 3=126 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-70/30 BOT CHORD 1-3=-49/69 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 14 lb uplift at joint 1, 36 lb uplift at joint 2 and 27 lb uplift at joint 3. 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/B/Gar LT-Roof I14746584J24AJack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:28 Page: 1 ID:BYhCF3nN0KKePca3?EHEDjzRVYs-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 4 12 =3x4 JUS24 1 8 4 2 3 1-6-0 -1-6-0 1-6-9 3-5-8 1-10 -15 1-10 -15 1-5-1 3-5-8 2-0-7 2-0-7 1-5-5 0-3-15 0-11 -9 Scale = 1:23 Plate Offsets (X, Y):[2:0-1-14,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)0.00 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.05 Vert(CT)0.00 4-7 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 4 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 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, 3= Mechanical, 4= Mechanical Max Horiz 2=38 (LC 6) Max Uplift 2=-64 (LC 6), 3=-7 (LC 10) Max Grav 2=294 (LC 17), 3=45 (LC 17), 4=38 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-33/57 BOT CHORD 2-8=-60/24, 4-8=0/0 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; cantilever left and right exposed ; end vertical left and right exposed; 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 7 lb uplift at joint 3 and 64 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. 10)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) to back face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=1 (B) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746585J30Jack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:28 Page: 1 ID:U_jZ_ihQLMn?v7pUuU7qmYzRVXh-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 4 12 =3x4 =1.5x4 =1.5x4 1 4 2 3 1-6-0 -1-6-0 3-5-8 3-5-8 3-5-8 1-11 -8 0-3-15 1-5-12 Scale = 1:19.8 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 0.21 Vert(LL)-0.01 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.10 Vert(CT)-0.01 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: 11 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, 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=39 (LC 11) Max Uplift 2=-72 (LC 8), 4=-24 (LC 12) Max Grav 2=362 (LC 19), 4=151 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-53/54, 3-4=-115/64 BOT CHORD 2-4=-58/42 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 24 lb uplift at joint 4 and 72 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/B/Gar LT-Roof I14746586J31Monopitch21M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:28 Page: 1 ID:Goj0EF?6S2xSPzEHsE3hGpzRVXI-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 4 12 =3x4 JUS24 JUS24 1 8 4 2 3 1-6-0 -1-6-0 1-10-15 1-10-15 2-4-1 4-3-0 2-0-7 2-0-7 2-2-9 4-3-0 1-5-5 0-3-15 0-11 -9 Scale = 1:23 Plate Offsets (X, Y):[2:0-1-10,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)-0.01 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.07 Vert(CT)-0.01 4-7 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 9 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=38 (LC 6) Max Uplift 2=-64 (LC 6), 3=-3 (LC 10), 4=-13 (LC 11) Max Grav 2=294 (LC 17), 3=58 (LC 5), 4=96 (LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-33/56 BOT CHORD 2-8=-60/24, 4-8=0/0 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; cantilever left and right exposed ; end vertical left and right exposed; 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 3 lb uplift at joint 3, 64 lb uplift at joint 2 and 13 lb uplift at joint 4. 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)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 4=-76 (B), 8=1 (B) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746587J32Jack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:28 Page: 1 ID:RAQb6qKgsfSUmHNgV7aFPjzRVWs-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 4 12 =3x4 1 4 2 3 1-6-0 -1-6-0 0-4-1 4-3-0 3-10-15 3-10-15 0-2-9 4-3-0 4-0-7 4-0-7 2-1-5 0-3-15 1-7-9 Scale = 1:26 Plate Offsets (X, Y):[2:0-1-14,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)-0.02 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.15 Vert(CT)-0.03 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: 12 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=61 (LC 8) Max Uplift 2=-69 (LC 8), 3=-38 (LC 12) Max Grav 2=392 (LC 19), 3=143 (LC 19), 4=60 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-55/49 BOT CHORD 2-4=-54/64 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 38 lb uplift at joint 3 and 69 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/B/Gar LT-Roof I14746588J33Jack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:29 Page: 1 ID:Ug4rlLGbn0sbizZ4OpuxxmzRVQU-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 4 12 =3x4 3 1 2 4-3-0 4-3-0 1-8-15 0-3-15 1-8-15 Scale = 1:20.4 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 0.30 Vert(LL)-0.03 3-6 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.29 Vert(CT)-0.05 3-6 >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 IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 10 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)1=0-5-8, 2= Mechanical, 3= Mechanical Max Horiz 1=48 (LC 8) Max Uplift 1=-25 (LC 8), 2=-44 (LC 8) Max Grav 1=228 (LC 18), 2=165 (LC 18), 3=64 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-133/42 BOT CHORD 1-3=-73/119 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 25 lb uplift at joint 1 and 44 lb uplift at joint 2. 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/B/Gar LT-Roof I14746589J34Jack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:29 Page: 1 ID:NRJLaiK6rEM1Bbsrdfzt6bzRVQQ-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 4 12 =3x4 1 9 5 2 10 11 3 4 1-6-0 -1-6-0 2-4-15 6-4-15 4-0-0 4-0-0 4-0-0 2-11 -5 0-3-15 2-5-9 Scale = 1:22.1 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 0.25 Vert(LL)-0.02 5-8 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.21 Vert(CT)-0.03 5-8 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 4 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 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (size)2=0-5-8, 3=0-1-8, 4= Mechanical, 5= Mechanical Max Horiz 2=90 (LC 8) Max Uplift 2=-62 (LC 8), 3=-73 (LC 12), 4=-32 (LC 8) Max Grav 2=357 (LC 19), 3=264 (LC 19), 4=111 (LC 19), 5=59 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=0/21, 2-9=0/36, 2-10=-86/49, 10-11=-82/36, 3-11=-80/44, 3-4=-28/28 BOT CHORD 2-5=-54/68 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 2-1-4, Exterior(2R) 2-1-4 to 6-4-3 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 at joint(s) 3. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 4, 62 lb uplift at joint 2 and 73 lb uplift at joint 3. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 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/B/Gar LT-Roof I14746591J43Jack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:30 Page: 1 ID:GlcjZinxuv9elRm9sdeneczRVPq-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 4 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 2-1-8 0-3-15 1-7-12 Scale = 1:21.4 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 0.21 Vert(LL)-0.01 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.15 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: 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 3-11-8 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=44 (LC 11) Max Uplift 2=-74 (LC 8), 4=-29 (LC 12) Max Grav 2=386 (LC 19), 4=183 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-61/51, 3-4=-139/78 BOT CHORD 2-4=-56/50 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 29 lb uplift at joint 4 and 74 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/B/Gar LT-Roof I14746592J44Monopitch41M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:30 Page: 1 ID:1I5kERty?N9VifOhKJnfzIzRVPi-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 4 12 =3x8 1 4 2 8 9 3 1-6-0 -1-6-0 4-0-0 4-0-0 4-4-15 8-4-15 4-0-0 3-7-5 0-3-15 3-1-9 Scale = 1:24.9 Plate Offsets (X, Y):[2:0-0-6,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 0.82 Vert(LL)-0.09 4-7 >503 360 MT20 220/195 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.90 Vert(CT)-0.12 4-7 >399 240 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: 20 lb FT = 20% LUMBER TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=112 (LC 8) Max Uplift 2=-82 (LC 8), 3=-88 (LC 12), 4=-42 (LC 12) Max Grav 2=402 (LC 19), 3=306 (LC 19), 4=210 (LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-8=-128/56, 8-9=-113/24, 3-9=-66/74 BOT CHORD 2-4=-50/115 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 4-1-4, Exterior(2R) 4-1-4 to 8-4-3 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 88 lb uplift at joint 3, 82 lb uplift at joint 2 and 42 lb uplift at joint 4. 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/B/Gar LT-Roof I14746593J45Jack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:30 Page: 1 ID:MQOMfCreJe1kbJcnAGh6PzzRVLt-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 4 12 =3x4 JUS24 JUS24 1 8 4 2 3 1-6-0 -1-6-0 1-10-15 1-10-15 4-1-1 6-0-0 1-10-15 1-10-15 4-1-1 6-0-0 1-5-5 0-3-15 0-11 -9 Scale = 1:23 Plate Offsets (X, Y):[2:0-0-2,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 0.20 Vert(LL)-0.02 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.16 Vert(CT)-0.04 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=38 (LC 29) Max Uplift 2=-67 (LC 8) Max Grav 2=290 (LC 19), 3=107 (LC 5), 4=69 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-58/56 BOT CHORD 2-8=-63/41, 4-8=0/0 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 67 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. 10)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=1 (F) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746594J62Jack-Open 3 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:30 Page: 1 ID:7VxETZL_QYJnemqre4Ry5qzRVLD-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 4 12 =3x4 JUS24 JUS24 1 8 9 4 2 3 1-6-0 -1-6-0 1-10-15 1-10-15 3-10 -1 5-9-0 1-10-15 1-10-15 3-10 -1 5-9-0 1-5-5 0-3-15 0-11 -9 Scale = 1:23 Plate Offsets (X, Y):[2:0-0-6,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 0.20 Vert(LL)-0.02 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.20 Vert(CT)-0.04 4-7 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 3 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 11 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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 (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=38 (LC 8) Max Uplift 2=-66 (LC 29), 3=-9 (LC 12) Max Grav 2=286 (LC 19), 3=105 (LC 19), 4=72 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-3=-59/54 BOT CHORD 2-8=-64/43, 8-9=0/0, 4-9=0/0 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 9 lb uplift at joint 3 and 66 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. 10)Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=1 (F), 9=-70 (F) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746595J62AJack-Open 2 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:31 Page: 1 ID:yCLMtFq4?rM6RvtX_U9LjGzRVKb-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 4 12 =3x4 1 4 2 3 1-6-0 -1-6-0 2-1-1 6-0-0 3-10-15 3-10-15 2-1-1 6-0-0 3-10-15 3-10-15 2-1-5 0-3-15 1-7-9 Scale = 1:22.2 Plate Offsets (X, Y):[2:0-0-10,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 0.26 Vert(LL)-0.04 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.20 Vert(CT)-0.07 4-7 >992 240 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 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=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=61 (LC 8) Max Uplift 2=-66 (LC 8), 3=-35 (LC 12) Max Grav 2=403 (LC 19), 3=157 (LC 19), 4=80 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-66/41 BOT CHORD 2-4=-51/68 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 3 and 66 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/B/Gar LT-Roof I14746596J64Jack-Open 3 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:31 Page: 1 ID:rE7IHQ5F2I?7S8_aiO1G4hzRVKG-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 4 12 =3x4 1 4 2 3 1-6-0 -1-6-0 1-10-1 5-9-0 3-10-15 3-10-15 1-10-1 5-9-0 3-10-15 3-10-15 2-1-5 0-3-15 1-7-9 Scale = 1:22.2 Plate Offsets (X, Y):[2:0-0-14,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 0.26 Vert(LL)-0.03 4-7 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.19 Vert(CT)-0.06 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: 13 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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 (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=61 (LC 8) Max Uplift 2=-66 (LC 8), 3=-36 (LC 12) Max Grav 2=402 (LC 19), 3=155 (LC 19), 4=77 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/46, 2-3=-65/43 BOT CHORD 2-4=-51/68 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 36 lb uplift at joint 3 and 66 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/B/Gar LT-Roof I14746597J64AJack-Open 2 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:31 Page: 1 ID:j0Mp6o8l6WWZxlILxE6CEXzRVKC-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 4 12 =3x4 1 8 4 2 3 1-6-0 -1-6-0 5-9-0 5-9-0 5-9-0 2-8-11 0-3-15 2-2-15 Scale = 1:22.5 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 0.59 Vert(LL)-0.09 4-7 >729 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.45 Vert(CT)-0.14 4-7 >491 240 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: 16 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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 (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=82 (LC 8) Max Uplift 2=-78 (LC 8), 3=-61 (LC 12) Max Grav 2=467 (LC 19), 3=225 (LC 19), 4=87 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/7, 2-8=0/43, 2-3=-78/56 BOT CHORD 2-4=-43/96 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 61 lb uplift at joint 3 and 78 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/B/Gar LT-Roof I14746598J65Jack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:31 Page: 1 ID:Ckz2TmZisHwbe8T3V5EP9vzRVJf-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 4 12 =3x6 3 1 2 6-0-0 6-0-0 2-3-15 0-3-15 2-3-15 Scale = 1:20.9 Plate Offsets (X, Y):[1:0-1-6,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 0.70 Vert(LL)-0.13 3-6 >536 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.60 Vert(CT)-0.19 3-6 >371 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 1 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 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)1= Mechanical, 2= Mechanical, 3= Mechanical Max Horiz 1=67 (LC 8) Max Uplift 1=-36 (LC 8), 2=-65 (LC 8) Max Grav 1=330 (LC 18), 2=244 (LC 18), 3=92 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-192/62 BOT CHORD 1-3=-107/182 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 36 lb uplift at joint 1 and 65 lb uplift at joint 2. 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/B/Gar LT-Roof I14746599J68AJack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:31 Page: 1 ID:vx6F7?ueVaKmNH1GaFDklczRVJE-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 4 12 =3x4 1 8 4 2 3 1-6-0 -1-6-0 0-1-1 6-0-0 5-10-15 5-10-15 6-0-0 2-9-5 0-3-15 2-3-9 Scale = 1:24.7 Plate Offsets (X, Y):[2:0-2-10,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 0.63 Vert(LL)-0.11 4-7 >654 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.48 Vert(CT)-0.16 4-7 >439 240 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: 16 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)2=0-5-8, 3= Mechanical, 4= Mechanical Max Horiz 2=84 (LC 8) Max Uplift 2=-79 (LC 8), 3=-62 (LC 12) Max Grav 2=471 (LC 19), 3=234 (LC 19), 4=90 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=0/11, 2-8=0/41, 2-3=-87/58 BOT CHORD 2-4=-41/99 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 62 lb uplift at joint 3 and 79 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/B/Gar LT-Roof I14746600J88Jack-Open 3 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:32 Page: 1 ID:VdyY3n3QCt4m2R6yOCT0JZzRVJ0-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 4 12 =3x4 1 5 2 9 10 3 4 1-6-0 -1-6-0 1-10-15 7-10-15 6-0-0 6-0-0 6-0-0 3-5-5 0-3-15 2-11 -9 Scale = 1:24.3 Plate Offsets (X, Y):[2:0-2-10,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 0.70 Vert(LL)-0.12 5-8 >571 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.56 Vert(CT)-0.18 5-8 >392 240 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: 19 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)2=0-5-8, 3=0-3-0, 4= Mechanical, 5= Mechanical Max Horiz 2=107 (LC 8) Max Uplift 2=-74 (LC 8), 3=-90 (LC 12), 4=-24 (LC 8) Max Grav 2=425 (LC 19), 3=328 (LC 19), 4=84 (LC 19), 5=92 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-9=-95/34, 9-10=-85/39, 3-10=-84/61, 3-4=-21/21 BOT CHORD 2-5=-40/104 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 3-7-4, Exterior(2R) 3-7-4 to 7-10-3 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 24 lb uplift at joint 4, 74 lb uplift at joint 2 and 90 lb uplift at joint 3. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10)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/B/Gar LT-Roof I14746601J610Jack-Open 3 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:32 Page: 1 ID:CYZKACAisyLMFztt_IeNjgzRVIs-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 4 12 =3x6 3 1 2 6-0-0 6-0-0 2-3-15 0-3-15 2-3-15 Scale = 1:20.9 Plate Offsets (X, Y):[1:0-1-6,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 0.70 Vert(LL)-0.13 3-6 >536 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.60 Vert(CT)-0.19 3-6 >371 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 1 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 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)1= Mechanical, 2= Mechanical, 3= Mechanical Max Horiz 1=67 (LC 8) Max Uplift 1=-36 (LC 8), 2=-65 (LC 8) Max Grav 1=330 (LC 18), 2=244 (LC 18), 3=92 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-192/62 BOT CHORD 1-3=-107/182 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 36 lb uplift at joint 1 and 65 lb uplift at joint 2. 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/B/Gar LT-Roof I14746602J610AJack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:32 Page: 1 ID:c7ESoDDa8tjw6RbSfQC4LIzRVIp-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 =3x4 1 6 2 10 11 12 3 4 5 1-6-0 -1-6-0 3-10-15 9-10-15 6-0-0 6-0-0 6-0-0 4-1-5 0-3-15 2-3-15 0-8-1 3-7-9 Scale = 1:28.7 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 0.61 Vert(LL)-0.10 6-9 >750 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.44 Vert(CT)-0.15 6-9 >472 240 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: 21 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)2=0-5-8, 3=0-1-8, 4=0-1-8, 5= Mechanical, 6= Mechanical Max Horiz 2=129 (LC 8) Max Uplift 2=-66 (LC 8), 3=-93 (LC 12), 4=-53 (LC 8), 5=-25 (LC 8) Max Grav 2=376 (LC 19), 3=326 (LC 19), 4=184 (LC 19), 5=87 (LC 19), 6=92 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-10=-132/48, 10-11=-125/56, 11-12=-123/69, 3-12=-117/69, 3-4=-62/29, 4-5=-22/22 BOT CHORD 2-6=-40/106 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 5-7-4, Exterior(2R) 5-7-4 to 9-10-3 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 at joint(s) 3, 4. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 5, 66 lb uplift at joint 2, 93 lb uplift at joint 3 and 53 lb uplift at joint 4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 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/B/Gar LT-Roof I14746603J612Jack-Open 3 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:32 Page: 1 ID:VvUzebG5C5DMb2vDuGG0V8zRVIl-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 =3x6 5 1 9 10 2 3 4 3-10-15 9-10-15 6-0-0 6-0-0 6-0-0 3-7-9 0-3-15 3-7-9 Scale = 1:25.7 Plate Offsets (X, Y):[1:0-1-6,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)-0.11 5-8 >626 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.53 Vert(CT)-0.18 5-8 >406 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 1 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 19 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)1= Mechanical, 2=0-3-0, 3=0-1-8, 4= Mechanical, 5= Mechanical Max Horiz 1=112 (LC 8) Max Uplift 1=-23 (LC 8), 2=-95 (LC 8), 3=-53 (LC 8), 4=-25 (LC 8) Max Grav 1=267 (LC 19), 2=331 (LC 19), 3=181 (LC 19), 4=87 (LC 19), 5=93 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-153/55, 9-10=-126/68, 2-10=-120/68, 2-3=-61/29, 3-4=-22/22 BOT CHORD 1-5=-110/150 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, Interior (1) 3-0-0 to 5-7-4, Exterior(2R) 5-7-4 to 9-10-3 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 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. 6)Refer to girder(s) for truss to truss connections. 7)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 1, 25 lb uplift at joint 4, 95 lb uplift at joint 2 and 53 lb uplift at joint 3. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 10)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/B/Gar LT-Roof I14746604J612AJack-Open 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:33 Page: 1 ID:LWfVg9Jre7j2462eES8atBzRV3B-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 =3x4 1 7 2 11 12 3 13 4 5 6 1-6-0 -1-6-0 6-0-0 6-0-0 5-10 -15 11-10-15 6-0-0 4-9-5 0-3-15 2-3-15 0-8-1 4-3-9 Scale = 1:31.6 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 0.49 Vert(LL)-0.07 7-10 >964 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.36 Vert(CT)-0.13 7-10 >548 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)2=0-5-8, 3=0-1-8, 4=0-1-8, 5=0-1-8, 6= Mechanical, 7= Mechanical Max Horiz 2=152 (LC 8) Max Uplift 2=-58 (LC 8), 3=-93 (LC 12), 4=-56 (LC 8), 5=-53 (LC 8), 6=-25 (LC 8) Max Grav 2=355 (LC 19), 3=291 (LC 19), 4=194 (LC 19), 5=184 (LC 19), 6=87 (LC 19), 7=92 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-11=-166/66, 11-12=-157/76, 3-12=-154/87, 3-13=-102/43, 4-13=-98/47, 4-5=-62/29, 5-6=-22/22 BOT CHORD 2-7=-40/108 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 7-7-4, Exterior(2R) 7-7-4 to 11-10-3 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 at joint(s) 3, 4, 5. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 6, 58 lb uplift at joint 2, 93 lb uplift at joint 3, 56 lb uplift at joint 4 and 53 lb uplift at joint 5. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 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/B/Gar LT-Roof I14746605J614Jack-Open 2 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:33 Page: 1 ID:1L6hUzXJdK4hOHeDNxBLJFzRUlY-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 =3x6 6 1 10 11 2 12 3 4 5 6-0-0 6-0-0 5-10 -15 11-10-15 6-0-0 4-3-9 0-3-15 4-3-9 Scale = 1:29.7 Plate Offsets (X, Y):[1:0-1-6,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)-0.09 6-9 >774 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.45 Vert(CT)-0.15 6-9 >463 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 22 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)1= Mechanical, 2=0-3-0, 3=0-1-8, 4=0-1-8, 5= Mechanical, 6= Mechanical Max Horiz 1=134 (LC 8) Max Uplift 1=-15 (LC 8), 2=-95 (LC 8), 3=-56 (LC 8), 4=-53 (LC 8), 5=-25 (LC 8) Max Grav 1=246 (LC 19), 2=297 (LC 19), 3=191 (LC 19), 4=184 (LC 19), 5=87 (LC 19), 6=93 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-169/73, 10-11=-161/75, 2-11=-157/86, 2-12=-101/43, 3-12=-97/47, 3-4=-62/29, 4-5=-22/22 BOT CHORD 1-6=-114/136 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, Interior (1) 3-0-0 to 7-7-4, Exterior(2R) 7-7-4 to 11-10-3 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 at joint(s) 3, 4. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 1, 25 lb uplift at joint 5, 95 lb uplift at joint 2, 56 lb uplift at joint 3 and 53 lb uplift at joint 4. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 10)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/B/Gar LT-Roof I14746606J614AJack-Open 2 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:33 Page: 1 ID:PUAt5YKv5dAGYsubbN72khzRV1u-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 =3x4 1 8 2 12 3 13 4 14 5 6 7 1-6-0 -1-6-0 6-0-0 6-0-0 7-10-15 13-10-15 6-0-0 5-5-5 0-3-15 2-3-15 0-8-1 4-11 -9 Scale = 1:34.6 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 0.47 Vert(LL)-0.07 8-11 >999 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.35 Vert(CT)-0.13 8-11 >562 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 7 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 26 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)2=0-5-8, 3=0-1-8, 4=0-1-8, 5=0-1-8, 6=0-1-8, 7= Mechanical, 8= Mechanical Max Horiz 2=175 (LC 8) Max Uplift 2=-51 (LC 8), 3=-93 (LC 12), 4=-56 (LC 8), 5=-56 (LC 8), 6=-53 (LC 8), 7=-25 (LC 8) Max Grav 2=352 (LC 1), 3=240 (LC 19), 4=187 (LC 19), 5=194 (LC 19), 6=184 (LC 19), 7=87 (LC 19), 8=92 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-12=-201/84, 3-12=-192/105, 3-13=-137/61, 4-13=-134/65, 4-14=-102/43, 5-14=-98/47, 5-6=-62/29, 6-7=-22/22 BOT CHORD 2-8=-40/110 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 9-7-4, Exterior(2R) 9-7-4 to 13-10-3 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 at joint(s) 3, 4, 5, 6. 9)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 7, 51 lb uplift at joint 2, 93 lb uplift at joint 3, 56 lb uplift at joint 4, 56 lb uplift at joint 5 and 53 lb uplift at joint 6. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 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/B/Gar LT-Roof I14746607J616Jack-Open 2 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:33 Page: 1 ID:CSHsokfD1jT7Cz_LWluwGazRUlN-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 =3x4 7 1 11 2 12 3 13 4 5 6 6-0-0 6-0-0 7-10-15 13 -10 -15 6-0-0 4-11 -9 0-3-15 4-11 -9 Scale = 1:32.6 Plate Offsets (X, Y):[1:0-1-6,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)-0.09 7-10 >807 360 MT20 185/148 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.44 Vert(CT)-0.15 7-10 >474 240 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(CT)0.00 6 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 24 lb FT = 20% LUMBER TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF 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. REACTIONS (size)1= Mechanical, 2=0-3-0, 3=0-1-8, 4=0-1-8, 5=0-1-8, 6= Mechanical, 7= Mechanical Max Horiz 1=157 (LC 8) Max Uplift 1=-8 (LC 8), 2=-95 (LC 8), 3=-56 (LC 8), 4=-56 (LC 8), 5=-53 (LC 8), 6=-25 (LC 8) Max Grav 1=243 (LC 1), 2=245 (LC 19), 3=185 (LC 19), 4=194 (LC 19), 5=184 (LC 19), 6=87 (LC 19), 7=93 (LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-11=-204/91, 2-11=-196/104, 2-12=-136/60, 3-12=-134/65, 3-13=-102/43, 4-13=-98/47, 4-5=-62/29, 5-6=-22/22 BOT CHORD 1-7=-118/134 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, Interior (1) 3-0-0 to 9-7-4, Exterior(2R) 9-7-4 to 13-10-3 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 at joint(s) 3, 4, 5. 8)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1, 25 lb uplift at joint 6, 95 lb uplift at joint 2, 56 lb uplift at joint 3, 56 lb uplift at joint 4 and 53 lb uplift at joint 5. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 10)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/B/Gar LT-Roof I14746608J616AJack-Open 2 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:34 Page: 1 ID:iN9NiZpdRDKSyAXTVUMfuKzRV1F-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 2.8312 SNP3 SNP3 SNP3 1 2 7 3 4 5 6 12-7-5 1-2-8 12-7-5 2-8-14 2-8-14 2-9-15 8-5-13 2-11-0 5-7-14 2-11-0 11-4-13 3-3-4 Scale = 1:28.4 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 0.63 Vert(LL)-0.02 3-4 >999 360 (Roof Snow = 25.0)Lumber DOL 1.15 BC 0.00 Vert(CT)0.02 2-3 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.00 Horz(CT)0.00 5 n/a n/a BCLL 0.0 *Code IRC2018/TPI2014 Matrix-MP BCDL 7.0 Weight: 15 lb FT = 20% LUMBER TOP CHORD 2x4 HF 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. REACTIONS (size)2=0-2-2, 3=0-2-2, 4=0-2-2, 5=0-2-2 Max Horiz 2=98 (LC 6) Max Uplift 2=-130 (LC 6), 3=-54 (LC 10), 4=-70 (LC 6), 5=-63 (LC 6) Max Grav 2=380 (LC 16), 3=155 (LC 16), 4=233 (LC 16), 5=277 (LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/43, 2-7=-64/0, 3-7=-59/3, 3-4=-45/24, 4-5=-22/36, 5-6=-27/0 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; cantilever left and right exposed ; end vertical left and right exposed; 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 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. 5)Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. 6)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 2, 54 lb uplift at joint 3, 70 lb uplift at joint 4 and 63 lb uplift at joint 5. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 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. 9)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 5-7-14 oc max. starting at 2-11-0 from the left end to 8-6-14 to connect truss(es) to front face of top chord. 10)Use MiTek SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-8-15 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -18.4 deg. down. 11)Fill all nail holes where hanger is in contact with lumber. 12)A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 13)In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1)Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (lb/ft) Vert: 1-6=-66 Concentrated Loads (lb) Vert: 3=-2 (F), 4=-2 (F), 5=-4 (F) Job Truss Truss Type Qty Ply 2509/B/Gar LT-Roof I14746609R01Corner Rafter 1 1M-2050-03 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390,Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Thu May 11 14:55:34 Page: 1 ID:xslmh1rdDwnpwZPoZ5k3?8zRUqI-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