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Roof Truss Engineering - ATri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1094000 The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: Soundbuilt NW, LLC Terry Powell July 1,2021 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 I13849742I13849719 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 Job J1094000 Truss A Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849719 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-aNpKGIvnp8C_QwmgyDfvVwSU8y?op1s_bhcJAcz0UgQ Scale = 1:42.5 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 3x8 MT18HS 5x6 3x6 3x8 3x6 4x6 4x4 4x4 3x8 4x5 4x6 1-0-8 19-2-8 19-2-8 8-11-8 8-11-8 19-2-8 10-3-0 1- 7 - 1 1 6- 1 0 - 6 0- 1 0 - 1 0 7.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [6:0-3-0,Edge], [22:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.56 0.35 0.50 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.02 (loc) - - 15 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 MT18HS Weight: 102 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 12-13: 2x6 DF SS OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3-7-11 oc bracing: 22-23 5-8-6 oc bracing: 21-22 4-2-5 oc bracing: 13-14. REACTIONS.All bearings 19-2-8. (lb) - Max Horz 23=-450(LC 31) Max Uplift All uplift 100 lb or less at joint(s) 19, 18, 16, 17, 22, 20 except 23=-1974(LC 31), 13=-1494(LC 34), 14=-419(LC 42), 15=-712(LC 41), 21=-875(LC 40) Max Grav All reactions 250 lb or less at joint(s) 18, 16, 17, 22 except 23=2022(LC 38), 13=1542(LC 49), 19=258(LC 27), 14=484(LC 37), 15=750(LC 38), 21=915(LC 35), 20=290(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-1990/1960, 1-2=-1731/1706, 2-3=-1967/1948, 3-4=-1440/1429, 4-5=-909/925, 5-6=-269/302, 7-8=-577/609, 8-9=-1096/1106, 9-10=-1632/1616, 10-11=-2193/2154, 11-12=-1816/1775, 12-13=-1496/1466 BOT CHORD 22-23=-2446/2453, 21-22=-1014/1030, 20-21=-373/403, 19-20=-373/403, 18-19=-373/403, 17-18=-373/403, 16-17=-373/403, 15-16=-373/403, 14-15=-477/492, 13-14=-1825/1828 WEBS 11-14=-1049/1012, 2-22=-1167/1131, 1-22=-1825/1837, 12-14=-1517/1537, 11-15=-1035/1056, 2-21=-1081/1094 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 18, 16, 17, 22, 20 except (jt=lb) 23=1974, 13=1494, 14=419, 15=712, 21=875. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 17-2-8 to 19-2-8 for 1104.5 plf. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A1 Truss Type Common Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849720 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-Wlx5hzw2LmSigEv34ehNaLYqjmcUHt4H2?5QEVz0UgO Scale = 1:40.2 1 2 3 4 5 6 8 7 13 4x10 4x4 3x8 4x5 1.5x4 3x4 3x6 4x4 8-11-8 8-11-8 19-2-8 10-3-0 4-7-8 4-7-8 8-11-8 4-4-0 13-11-4 4-11-12 19-2-8 5-3-4 1- 7 - 1 1 6- 1 0 - 6 0- 1 0 - 1 0 7.00 12 Plate Offsets (X,Y)-- [6:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.55 0.60 0.64 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.26 0.03 (loc) 7-11 7-11 6 l/defl >999 >884 n/a L/d 360 240 n/a PLATES MT20 Weight: 83 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Right 2x6 DF SS 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=0-5-8, 8=0-5-8 Max Horz 8=-123(LC 8) Max Uplift 6=-117(LC 11), 8=-110(LC 10) Max Grav 6=817(LC 17), 8=809(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-777/162, 3-4=-822/150, 4-6=-1006/190 BOT CHORD 7-8=-121/727, 6-7=-98/914 WEBS 3-7=-57/389, 4-7=-403/173, 2-8=-893/112 NOTES-(8) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=117, 8=110. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A1A Truss Type Jack-Closed Qty 7 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849721 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-_yVTvJxg63bZHOUFeLCc6Y4_eAxd0QgRHfrznxz0UgN Scale = 1:59.5 1 2 3 4 6 5 10 11 12 4x4 3x4 1.5x4 3x6 4x4 3x8 8-4-1 8-4-1 16-11-8 8-7-7 5-6-12 5-6-12 11-1-6 5-6-10 16-11-8 5-10-2 0- 7 - 8 10 - 6 - 3 7.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.61 0.67 0.30 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.30 -0.40 0.02 (loc) 5-6 5-6 5 l/defl >684 >506 n/a L/d 360 240 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 2-6: 2x4 HF Stud WEDGE Left: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5, 3-5 REACTIONS. (size)5=Mechanical, 1=Mechanical Max Horz 1=259(LC 9) Max Uplift 5=-176(LC 10), 1=-94(LC 10) Max Grav 5=885(LC 19), 1=787(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1094/145, 2-3=-920/145, 4-5=-259/55 BOT CHORD 1-6=-185/960, 5-6=-91/507 WEBS 2-6=-335/174, 3-6=-79/634, 3-5=-780/229 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 5=176. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A2 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849722 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-_yVTvJxg63bZHOUFeLCc6Y4?TAyj0KKRHfrznxz0UgN Scale = 1:40.2 1 2 3 4 5 6 8 7 13 4x10 4x4 3x8 4x5 1.5x4 3x4 3x6 4x4 8-11-8 8-11-8 19-2-8 10-3-0 4-7-8 4-7-8 8-11-8 4-4-0 13-11-4 4-11-12 19-2-8 5-3-4 1- 7 - 1 1 6- 1 0 - 6 0- 1 0 - 1 0 7.00 12 Plate Offsets (X,Y)-- [6:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.55 0.60 0.64 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.26 0.03 (loc) 7-11 7-11 6 l/defl >999 >884 n/a L/d 360 240 n/a PLATES MT20 Weight: 83 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Right 2x6 DF SS 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=0-5-8, 8=0-5-8 Max Horz 8=-123(LC 8) Max Uplift 6=-117(LC 11), 8=-110(LC 10) Max Grav 6=817(LC 17), 8=809(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-777/162, 3-4=-822/150, 4-6=-1006/190 BOT CHORD 7-8=-121/727, 6-7=-98/914 WEBS 3-7=-57/389, 4-7=-403/173, 2-8=-893/112 NOTES-(8) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=117, 8=110. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A2A Truss Type Jack-Closed Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849723 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-S82r6fyItNjQvY3RB3jrfmdBmaJtlt?aVJaWJNz0UgM Scale = 1:37.7 1 2 3 4 5 3x4 1.5x4 6x6 1.5x4 0-2-8 9-5-0 9-5-0 4-6-13 4-6-13 9-5-0 4-10-3 0- 7 - 8 6- 1 - 7 7.00 12 Plate Offsets (X,Y)-- [1:0-0-3,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.45 0.54 0.30 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.38 0.02 (loc) 5-8 5-8 1 l/defl >496 >289 n/a L/d 360 240 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud WEDGE Left: 2x6 DF SS 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)5=0-5-0, 1=Mechanical Max Horz 1=185(LC 10) Max Uplift 5=-139(LC 10), 1=-11(LC 10) Max Grav 5=543(LC 16), 1=411(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-490/18 BOT CHORD 1-5=-146/408 WEBS 2-5=-481/172 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 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 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 1 except (jt=lb) 5=139. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A3 Truss Type Common Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849724 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-wKcDK?ywehrHXiedlmF4CzANLzewUEakkzK4rpz0UgL Scale = 1:40.2 1 2 3 4 5 8 7 6 9 10 2x4 4x5 3x4 3x8 4x4 4x4 3x6 3x8 8-11-8 8-11-8 18-7-0 9-7-8 4-7-8 4-7-8 8-11-8 4-4-0 13-7-8 4-8-0 18-7-0 4-11-8 1- 7 - 1 1 6- 1 0 - 6 1- 3 - 0 7.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.40 0.61 0.66 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.31 0.02 (loc) 6-7 6-7 6 l/defl >999 >697 n/a L/d 360 240 n/a PLATES MT20 Weight: 83 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=0-5-8, 6=0-3-8 Max Horz 8=-121(LC 6) Max Uplift 8=-107(LC 10), 6=-110(LC 11) Max Grav 8=786(LC 16), 6=790(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-743/152, 3-4=-768/148 BOT CHORD 7-8=-107/703, 6-7=-92/786 WEBS 3-7=-58/359, 4-7=-313/163, 2-8=-865/107, 4-6=-869/118 NOTES-(8) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=107, 6=110. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A3A Truss Type Monopitch Qty 9 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849725 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-wKcDK?ywehrHXiedlmF4CzAKbzcJUJgkkzK4rpz0UgL Scale = 1:61.5 1 2 3 4 5 6 8 7 12 13 14 3x6 3x4 3x8 3x4 1.5x4 4x4 3x6 8-7-13 8-7-13 17-7-0 8-11-3 -1-6-0 1-6-0 5-9-4 5-9-4 11-6-6 5-9-2 17-7-0 6-0-10 0- 7 - 8 10 - 1 0 - 9 7.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [6:0-0-13,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.64 0.72 0.33 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.34 -0.46 0.02 (loc) 7-8 7-8 7 l/defl >617 >459 n/a L/d 360 240 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 6-7: 2x4 DF No.1&Btr, 3-8: 2x4 HF Stud WEDGE Left: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 5-7 REACTIONS. (size)2=0-3-8, 7=Mechanical Max Horz 2=279(LC 9) Max Uplift 2=-118(LC 10), 7=-181(LC 10) Max Grav 2=907(LC 20), 7=917(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1130/147, 3-5=-950/147, 6-7=-269/58 BOT CHORD 2-8=-188/986, 7-8=-94/524 WEBS 3-8=-341/178, 5-8=-78/648, 5-7=-802/236 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 17.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=118, 7=181. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A4 Truss Type Common Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849726 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-OXAbXLzYP_z88rDqJUmJkBiWTNy0Di4tzd3dNGz0UgK Scale = 1:41.2 1 2 3 4 5 10 9 8 7 6 13 4x6 4x5 4x6 3x6 4x4 1.5x4 3x8 4x4 4x4 1.5x4 6-4-14 6-4-14 11-9-0 5-4-2 16-5-0 4-8-0 21-4-8 4-11-8 6-4-14 6-4-14 11-9-0 5-4-2 16-5-0 4-8-0 21-4-8 4-11-8 0- 0 - 2 6- 1 0 - 6 1- 3 - 0 7.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.57 0.75 0.58 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.12 -0.20 0.05 (loc) 10-11 10-11 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 88 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 6=0-5-8 Max Horz 1=122(LC 7) Max Uplift 1=-132(LC 10), 6=-122(LC 11) Max Grav 1=892(LC 16), 6=872(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1511/224, 2-3=-958/179, 3-4=-885/190, 4-5=-1119/161, 5-6=-837/139 BOT CHORD 1-10=-203/1277, 9-10=-203/1277, 7-9=-88/911 WEBS 2-9=-704/197, 3-9=-89/510, 4-9=-346/127, 5-7=-73/852 NOTES-(8) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=132, 6=122. 7) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A4A Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849727 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:19 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-LvIMy1?oxcDrO9NCQvonpcopvBf?hjzAQxYkS8z0UgI Scale = 1:64.9 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 3x6 4x4 4x4 7x8 17-7-0 17-7-0 -1-6-0 1-6-0 17-7-0 17-7-0 0- 7 - 8 10 - 1 0 - 9 7.00 12 Plate Offsets (X,Y)-- [2:0-0-3,Edge], [14:Edge,0-3-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.76 0.59 0.17 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.06 (loc) 1 1 14 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 115 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 12-15,11-16: 2x4 HF No.2 WEDGE Left: 2x6 DF SS BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-9-14 oc bracing. WEBS 1 Row at midpt 13-14, 12-15, 11-16 REACTIONS.All bearings 17-7-0. (lb) - Max Horz 2=389(LC 35) Max Uplift All uplift 100 lb or less at joint(s) 14, 19, 15, 16, 17, 18, 22, 21, 20 except 2=-2989(LC 36), 23=-626(LC 41) Max Grav All reactions 250 lb or less at joint(s) 14, 19, 16, 17, 18, 22, 21, 20 except 2=3124(LC 35), 15=254(LC 17), 23=666(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5270/5158, 3-4=-4303/4213, 4-5=-3787/3701, 5-7=-3225/3146, 7-8=-2669/2601, 8-9=-2457/2385, 9-10=-2252/2153, 10-11=-1720/1610, 11-12=-1196/1145, 12-13=-616/580 BOT CHORD 2-23=-4032/4008, 22-23=-2010/1986, 21-22=-2010/1986, 20-21=-2010/1986, 19-20=-2010/1986, 18-19=-2010/1986, 17-18=-2010/1986, 16-17=-2010/1986, 15-16=-2010/1986, 14-15=-2010/1986 WEBS 3-23=-620/625 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 14, 19, 15, 16, 17, 18, 22, 21, 20 except (jt=lb) 2=2989, 23=626. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 15-7-0 to 17-7-0 for 1011.0 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss A5 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849728 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:21 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-HIQ6Ni03SDTZdTXbYJqFv1tD0_OS9UgTuF1rW1z0UgG Scale = 1:46.0 1 2 3 4 5 6 7 19 18 17 16 15 14 13 12 11 10 9 8 37 383x8 3x6 4x5 4x4 3x6 3x4 3x4 4x4 4x5 3x6 4x4 4x4 5x6 1-0-8 6-4-14 6-4-14 11-2-12 4-9-14 11-9-0 0-6-4 12-3-4 0-6-4 16-5-0 4-1-12 21-4-8 4-11-8 6-4-14 6-4-14 11-2-12 4-9-14 11-9-0 0-6-4 12-3-4 0-6-4 16-5-0 4-1-12 21-4-8 4-11-8 0- 0 - 2 6- 1 0 - 6 1- 3 - 0 7.00 12 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [7:Edge,0-1-12], [10:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.47 0.40 0.73 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.02 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 134 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-8-7 oc bracing: 1-19 3-10-3 oc bracing: 8-9. REACTIONS.All bearings 21-4-8. (lb) - Max Horz 1=786(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 19, 18 except 1=-1223(LC 31), 16=-886(LC 39), 13=-591(LC 40), 12=-608(LC 41), 9=-645(LC 42), 8=-1219(LC 42) Max Grav All reactions 250 lb or less at joint(s) 11, 19, 18, 17, 15, 14 except 1=1266(LC 38), 16=943(LC 36), 13=726(LC 27), 12=713(LC 30), 9=773(LC 37), 8=1299(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2494/2436, 2-3=-1588/1570, 3-4=-249/275, 4-5=-238/309, 5-6=-1177/1181, 6-7=-1781/1739, 7-8=-1257/1227 BOT CHORD 1-19=-1456/1453, 18-19=-470/487, 17-18=-470/487, 16-17=-470/487, 15-16=-470/487, 14-15=-470/487, 13-14=-470/487, 12-13=-267/283, 11-12=-809/831, 9-11=-809/831, 8-9=-2232/2241 WEBS 2-16=-944/897, 2-13=-805/832, 6-12=-924/931, 6-9=-1013/990, 7-9=-1504/1506, 3-13=-395/106, 5-12=-313/100 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 19, 18 except (jt=lb) 1=1223, 16=886, 13=591, 12=608, 9=645, 8=1219. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 19-4-8 to 21-4-8 for 1229.1 plf. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss AA Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849729 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:23 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-DgXtoO2J_qjHsmg_fktj_SyVWo13dWhlLZWybwz0UgE Scale = 1:62.6 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 4x4 4x4 7x10 MT18HS 16-11-8 16-11-8 0- 7 - 8 10 - 6 - 3 7.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-0], [12:Edge,0-3-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.72 0.58 0.25 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.06 (loc) - - 12 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 MT18HS Weight: 109 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 10-13,9-14: 2x4 HF No.2 WEDGE Left: 2x6 DF SS BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-10-8 oc bracing. WEBS 1 Row at midpt 11-12, 10-13 REACTIONS.All bearings 16-11-8. (lb) - Max Horz 1=368(LC 34) Max Uplift All uplift 100 lb or less at joint(s) 12, 17, 13, 14, 15, 16, 20, 19, 18 except 21=-618(LC 40), 1=-2927(LC 35) Max Grav All reactions 250 lb or less at joint(s) 12, 17, 14, 15, 16, 20, 19, 18 except 13=254(LC 16), 21=664(LC 35), 1=3016(LC 34) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5081/4977, 2-3=-4126/4038, 3-4=-3610/3528, 4-5=-3048/2973, 5-6=-2495/2433, 6-7=-2368/2300, 7-8=-2247/2153, 8-9=-1714/1605, 9-10=-1190/1140, 10-11=-614/578 BOT CHORD 1-21=-3888/3866, 20-21=-1938/1916, 19-20=-1938/1916, 18-19=-1938/1916, 17-18=-1938/1916, 16-17=-1938/1916, 15-16=-1938/1916, 14-15=-1938/1916, 13-14=-1938/1916, 12-13=-1938/1916 WEBS 2-21=-607/609 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) The Fabrication Tolerance at joint 1 = 4% 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 17, 13, 14, 15, 16, 20, 19, 18 except (jt=lb) 21=618, 1=2927. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 14-11-8 to 16-11-8 for 975.1 plf. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss AA1 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849730 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:25 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-93fdD43ZWSz?64qMn9vB3t2q9cog5Ro2pt02foz0UgC Scale = 1:61.6 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 8x10 5x6 4x4 4x4 2x4 1.5x4 2x4 1.5x4 2x4 1.5x4 2x4 1.5x4 2x4 2x4 1.5x4 2x4 1.5x4 3x6 1.5x4 18-3-0 18-3-0 18-3-0 18-3-0 0- 7 - 8 11 - 3 - 4 7.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-0], [5:0-3-0,0-1-8], [11:Edge,0-3-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.78 0.25 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.03 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 127 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 9-12,8-13,7-14: 2x4 HF No.2 WEDGE Left: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-1-8 oc bracing: 1-19 5-11-0 oc bracing: 11-12. WEBS 1 Row at midpt 10-11, 9-12, 8-13 REACTIONS.All bearings 18-3-0. (lb) - Max Horz 1=419(LC 33) Max Uplift All uplift 100 lb or less at joint(s) 11, 13, 14, 15, 16, 17, 18 except 1=-2913(LC 35), 12=-101(LC 39), 19=-453(LC 40) Max Grav All reactions 250 lb or less at joint(s) 11, 13, 14, 15, 16, 17, 18 except 1=3007(LC 34), 12=254(LC 16), 19=507(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5327/5215, 2-3=-4418/4323, 3-4=-3898/3809, 4-5=-3325/3244, 5-6=-2836/2767, 6-7=-2257/2192, 7-8=-1721/1664, 8-9=-1199/1147, 9-10=-617/581 BOT CHORD 1-19=-4446/4423, 18-19=-2085/2062, 17-18=-2085/2062, 16-17=-2085/2062, 15-16=-2087/2063, 14-15=-2087/2063, 13-14=-2087/2063, 12-13=-2087/2063, 11-12=-2087/2063 WEBS 2-19=-436/436 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 11, 13, 14, 15, 16, 17, 18 except (jt=lb) 1=2913 , 12=101, 19=453. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 16-3-0 to 18-3-0 for 1049.4 plf. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss AA2 Truss Type Jack-Closed Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849731 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:26 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-dFD?QQ4BHl5sjEPYLtQQc4a0H?7vqsBC1XlcCEz0UgB Scale: 3/16"=1' 1 2 3 4 5 8 7 6 12 13 3x6 3x4 3x6 4x4 1.5x4 3x4 4x4 3x6 6-2-12 6-2-12 11-11-11 5-8-15 18-3-0 6-3-5 5-11-14 5-11-14 11-11-11 5-11-13 18-3-0 6-3-5 0- 7 - 8 11 - 3 - 4 7.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-0-3], [5:0-0-13,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.69 0.32 0.27 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.10 0.01 (loc) 6-7 6-7 1 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 92 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 5-6: 2x4 DF No.1&Btr, 2-8,2-7: 2x4 HF Stud WEDGE Left: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6, 4-6 REACTIONS. (size)1=Mechanical, 8=0-5-8, 6=Mechanical Max Horz 1=279(LC 9) Max Uplift 1=-59(LC 10), 8=-63(LC 10), 6=-168(LC 10) Max Grav 1=427(LC 20), 8=651(LC 19), 6=729(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-470/69, 2-4=-568/95, 5-6=-282/60 BOT CHORD 1-8=-173/379, 7-8=-173/379, 6-7=-90/391 WEBS 2-8=-449/100, 4-7=-24/253, 4-6=-603/211 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8 except (jt=lb) 6=168. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss AA3 Truss Type Monopitch Qty 8 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849732 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:26 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-dFD?QQ4BHl5sjEPYLtQQc4a0U?2nqpAC1XlcCEz0UgB Scale: 3/16"=1' 1 2 3 4 5 6 7 9 8 14 3x6 3x4 6x6 3x4 6x8 1.5x4 3x8 4x4 0- 0 - 8 9-4-8 9-4-8 18-3-8 8-11-0 -1-6-0 1-6-0 6-2-5 6-2-5 12-1-3 5-10-13 18-3-8 6-2-5 0- 7 - 8 11 - 3 - 9 11 - 3 - 1 2- 1 1 - 3 7.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-3,0-3-15], [7:0-0-13,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.68 0.58 0.46 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.45 0.15 (loc) 8-9 8-9 8 l/defl >861 >483 n/a L/d 360 240 n/a PLATES MT20 Weight: 87 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 7-8: 2x4 DF No.1&Btr, 6-8: 2x4 HF No.2 SLIDER Left 2x4 HF Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. WEBS 1 Row at midpt 7-8, 6-8 REACTIONS. (size)2=0-5-8, 8=Mechanical Max Horz 2=288(LC 9) Max Uplift 2=-121(LC 10), 8=-190(LC 10) Max Grav 2=859(LC 17), 8=904(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1889/383, 4-6=-1517/243, 7-8=-271/59 BOT CHORD 2-9=-419/1697, 8-9=-155/723 WEBS 4-9=-406/235, 6-9=-169/1109, 6-8=-1028/279 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 17.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=121, 8=190. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss AA4 Truss Type Monopitch Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849733 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:27 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-6SnNdm5q23DjLO_luaxf8I7E0PPsZA7LGBV9khz0UgA Scale = 1:54.2 1 2 3 4 5 7 61112 3x4 3x6 3x4 1.5x4 3x4 3x6 7-7-1 7-7-1 15-5-8 7-10-7 -1-6-0 1-6-0 5-0-12 5-0-12 10-1-6 5-0-10 15-5-8 5-4-2 0- 7 - 8 9- 7 - 1 1 7.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-3] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.50 0.53 0.86 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.27 0.02 (loc) 6-7 6-7 6 l/defl >959 >689 n/a L/d 360 240 n/a PLATES MT20 Weight: 73 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-7,4-7: 2x4 HF Stud WEDGE Left: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 REACTIONS. (size)2=0-5-8, 6=Mechanical Max Horz 2=247(LC 9) Max Uplift 2=-106(LC 10), 6=-159(LC 10) Max Grav 2=805(LC 20), 6=798(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-973/128, 3-4=-818/128 BOT CHORD 2-7=-163/846, 6-7=-83/454 WEBS 3-7=-291/155, 4-7=-68/552, 4-6=-699/207 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 17.0 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=106, 6=159. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss AA5 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849734 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:28 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-aeLmr66SpNLazYZxSISuhVfM3plDInTVVqEjG7z0Ug9 Scale = 1:57.4 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 3x4 3x4 7x8 -1-6-0 1-6-0 15-5-8 15-5-8 0- 7 - 8 9- 7 - 1 1 7.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-0], [11:Edge,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.67 0.52 0.22 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.05 (loc) 1 1 11 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 91 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 9-12: 2x4 HF No.2 WEDGE Left: 2x6 DF SS BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-0-5 oc bracing. WEBS 1 Row at midpt 10-11, 9-12 REACTIONS.All bearings 15-5-8. (lb) - Max Horz 2=339(LC 39) Max Uplift All uplift 100 lb or less at joint(s) 11, 15, 12, 13, 14, 17, 16 except 2=-2616(LC 32), 18=-547(LC 41) Max Grav All reactions 250 lb or less at joint(s) 11, 15, 13, 14, 17, 16 except 2=2741(LC 35), 12=254(LC 17), 18=588(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4626/4527, 3-4=-3702/3623, 4-5=-3186/3111, 5-6=-2626/2560, 6-7=-2160/2080, 7-8=-1701/1597, 8-9=-1176/1127, 9-10=-608/573 BOT CHORD 2-18=-3544/3524, 17-18=-1767/1746, 16-17=-1767/1746, 15-16=-1767/1746, 14-15=-1767/1746, 13-14=-1767/1746, 12-13=-1767/1746, 11-12=-1767/1746 WEBS 3-18=-545/548 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 11, 15, 12, 13, 14, 17, 16 except (jt=lb) 2=2616, 18=547. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 13-5-8 to 15-5-8 for 888.9 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss B Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849735 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:30 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-W1SWGn7iL_cICrjKaiVMmwllgdVOmcIny8jpL0z0Ug7 Scale = 1:47.5 1 2 3 4 5 6 7 8 12 11 10 9 15 14 13 35 4x4 3x8 3x6 4x4 3x8 4x4 3x6 2x4 3x8 3x6 2x4 2x4 2x4 5-4-5 5-4-5 10-8-8 5-4-3 14-7-4 3-10-12 21-5-0 6-9-12 -1-6-0 1-6-0 5-4-5 5-4-5 10-8-8 5-4-3 14-7-4 3-10-12 21-5-0 6-9-12 22-11-0 1-6-0 0- 7 - 8 6- 1 0 - 7 0- 7 - 8 7.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [7:0-3-0,0-0-3] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.47 0.28 0.45 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.10 0.01 (loc) 9-34 9-34 9 l/defl >999 >834 n/a L/d 360 240 n/a PLATES MT20 Weight: 125 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 13-14,14-15,4-15: 2x6 DF SS OTHERS 2x4 HF Stud WEDGE Left: 2x4 HF Stud , Right: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 14, 15 REACTIONS. (size)2=0-5-8, 9=0-5-8, 7=0-3-8 Max Horz 2=120(LC 9) Max Uplift 2=-129(LC 10), 9=-66(LC 10), 7=-135(LC 11) Max Grav 2=773(LC 17), 9=735(LC 18), 7=495(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-930/154, 3-4=-580/166, 4-5=-387/161, 5-6=-448/157, 6-7=-387/163 BOT CHORD 2-12=-127/728, 11-12=-127/728, 9-11=-63/317, 7-9=-37/251 WEBS 3-11=-343/114, 11-14=-66/277, 6-14=-67/275, 9-13=-619/98, 6-13=-587/66, 13-14=-254/64, 14-15=-266/69, 4-15=-279/72 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 9 except (jt=lb) 2=129, 7=135. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss B1 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849736 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:31 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-_D0uT78K6Ik8q?IW7Q0bJ8HvJ0qAV4mxBoTNtSz0Ug6 Scale = 1:45.2 1 2 3 4 5 6 7 11 10 9 8 18 3x6 3x6 4x4 1.5x4 3x8 4x5 4x4 1.5x4 3x6 5-4-5 5-4-5 10-8-8 5-4-3 14-7-4 3-10-12 21-5-0 6-9-12 -1-6-0 1-6-0 5-4-5 5-4-5 10-8-8 5-4-3 14-7-4 3-10-12 21-5-0 6-9-12 22-11-0 1-6-0 0- 7 - 8 6- 1 0 - 7 0- 7 - 8 7.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-3], [6:0-3-0,0-0-3] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.54 0.31 0.44 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.10 0.01 (loc) 8-17 8-17 8 l/defl >999 >832 n/a L/d 360 240 n/a PLATES MT20 Weight: 89 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud WEDGE Left: 2x4 HF Stud , Right: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 8=0-5-8, 6=0-3-8 Max Horz 2=120(LC 9) Max Uplift 2=-129(LC 10), 8=-66(LC 10), 6=-135(LC 11) Max Grav 2=774(LC 17), 8=735(LC 18), 6=495(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-954/160, 3-4=-526/172, 4-5=-476/174, 5-6=-387/162 BOT CHORD 2-11=-136/764, 10-11=-136/764, 8-10=-36/251, 6-8=-36/251 WEBS 3-10=-530/164, 5-10=-50/391, 5-8=-619/98 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 17.0 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 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 8 except (jt=lb) 2=129, 6=135. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss B2 Truss Type Common Girder Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I13849737 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:39 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-llVw9sELDlk0nEv2b59TdqdLEFYONh0612Po9_z0Ug_ Scale = 1:45.6 1 2 3 4 5 6 7 12 11 10 9 8 19 20 21 22 23 24 25 26 27 28 4x4 3x4 4x6 4x6 4x5 3x8 8x8 4x5 4x4 4x4 2x4 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 5-6-0 5-6-0 10-8-8 5-2-8 14-7-4 3-10-12 17-10-6 3-3-2 21-5-0 3-6-10 -1-6-0 1-6-0 5-6-0 5-6-0 10-8-8 5-2-8 14-7-4 3-10-12 17-10-6 3-3-2 21-5-0 3-6-10 0- 7 - 8 6- 1 0 - 7 0- 7 - 8 7.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-12], [7:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.29 0.35 0.48 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.08 0.01 (loc) 11-12 11-12 10 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 225 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud WEDGE Left: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)7=0-3-8, 2=0-5-8, 10=0-5-8 Max Horz 2=115(LC 29) Max Uplift 7=-16(LC 11), 2=-409(LC 10), 10=-635(LC 11) Max Grav 7=468(LC 18), 2=2727(LC 17), 10=4762(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3703/548, 3-4=-1509/266, 4-5=-1407/278, 5-6=-65/686 BOT CHORD 2-12=-479/3145, 11-12=-479/3145, 10-11=-575/150 WEBS 3-12=-243/2052, 3-11=-2355/434, 4-11=-178/1120, 5-11=-346/2568, 5-10=-3043/461, 6-10=-835/115, 6-8=-2/639 NOTES-(14) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs 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; Pr. Enclosed; MWFRS (envelope) gable end 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 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 7 except (jt=lb) 2=409, 10=635. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Use USP 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 14-0-12 to connect truss(es) to front face of bottom chord. 12) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 16-0-12 from the left end to 20-0-12 to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-7=-66, 13-16=-14 Continued on page 2 July 1,2021 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 Job J1094000 Truss B2 Truss Type Common Girder Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I13849737 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:40 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-Dy3IMCFz_3stPOUF9pgiA19W_fud68GGFi8LgQz0Ufz LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-397(F) 20=-691(F) 21=-691(F) 22=-691(F) 23=-691(F) 24=-691(F) 25=-691(F) 26=-691(F) 27=-397(F) 28=-397(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 Job J1094000 Truss BB Truss Type Common Supported Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849738 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:41 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-h8dgZYGclM_k1X2RjWBxiFigz2GnrhXPUMuvDtz0Ufy Scale = 1:30.9 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 21 22 4x4 4x8 4x8 14-10-0 14-10-0 -1-6-0 1-6-0 7-5-0 7-5-0 14-10-0 7-5-0 16-4-0 1-6-0 0- 7 - 8 4- 1 1 - 7 0- 7 - 8 7.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [10:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.34 0.23 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 62 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud WEDGE Left: 2x4 HF Stud , Right: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-6-3 oc bracing: 2-18,10-12. REACTIONS.All bearings 14-10-0. (lb) - Max Horz 2=88(LC 38) Max Uplift All uplift 100 lb or less at joint(s) 16, 17, 14, 13 except 2=-1377(LC 32), 10=-1370(LC 43), 18=-345(LC 41), 12=-341(LC 42) Max Grav All reactions 250 lb or less at joint(s) 15, 17, 13 except 2=1423(LC 39), 10=1421(LC 52), 16=266(LC 17), 18=383(LC 36), 14=266(LC 18), 12=377(LC 39) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2269/2239, 3-4=-1656/1639, 4-5=-1121/1124, 5-6=-592/625, 6-7=-583/619, 7-8=-1089/1102, 8-9=-1624/1610, 9-10=-2239/2203 BOT CHORD 2-18=-1625/1660, 17-18=-538/573, 12-13=-538/572, 10-12=-1625/1660 WEBS 3-18=-356/361, 9-12=-350/357 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 16, 17, 14, 13 except (jt=lb) 2=1377, 10=1370 , 18=345, 12=341. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 10. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 12-10-0 to 14-10-0 for 852.9 plf. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss C Truss Type Common Structural Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849739 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:42 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-9KB2nuHEWg6behddHEiAFSFn2SYka8AYj0dSlJz0Ufx Scale = 1:24.4 1 2 3 4 5 6 7 8 3x8 3x4 3x8 3x4 1.5x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 5-8-12 5-8-12 11-5-8 5-8-12 -1-8-12 1-8-12 5-8-12 5-8-12 11-5-8 5-8-12 13-2-4 1-8-12 0- 7 - 8 3- 5 - 1 4 0- 7 - 8 6.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [6:0-3-9,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.58 0.50 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.09 0.02 (loc) 8-19 8-19 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 47 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-6-0, Right 2x4 HF Stud 2-6-0 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=0-3-8, 6=0-3-8 Max Horz 2=-42(LC 15) Max Uplift 2=-95(LC 10), 6=-95(LC 11) Max Grav 2=691(LC 17), 6=691(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-483/91, 4-6=-483/91 BOT CHORD 2-8=-24/432, 6-8=-24/432 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 2, 6. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss C1 Truss Type Common Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849740 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:43 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-eXlR_EHsH_ERGrCqqxEPognynsuzJbQixgN?Hlz0Ufw Scale = 1:24.4 1 2 3 4 5 6 7 8 3x8 3x4 3x8 3x4 1.5x4 4x4 5-8-12 5-8-12 11-5-8 5-8-12 -1-8-12 1-8-12 5-8-12 5-8-12 11-5-8 5-8-12 13-2-4 1-8-12 0- 7 - 8 3- 5 - 1 4 0- 7 - 8 6.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [6:0-3-9,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.58 0.50 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.09 0.02 (loc) 8-15 8-15 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-6-0, Right 2x4 HF Stud 2-6-0 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=0-3-8, 6=0-3-8 Max Horz 2=42(LC 14) Max Uplift 2=-95(LC 10), 6=-95(LC 11) Max Grav 2=691(LC 17), 6=691(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-483/91, 4-6=-483/91 BOT CHORD 2-8=-24/432, 6-8=-24/432 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 18.0 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 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) 2, 6. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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 Job J1094000 Truss C2 Truss Type Common Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849741 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:44 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-6jJpCaIU2HMIu?n0OfleKtKCkGG92yMrAK6ZpCz0Ufv Scale: 1/2"=1' 1 2 3 4 5 6 9 8 716171819 20 5x6 5x6 4x8 4x4 3x4 2x4 3x4 2x4 JUS24 JUS24 JUS24 JUS24 JUS24 3-0-5 3-0-5 5-8-12 2-8-7 8-5-3 2-8-7 11-5-8 3-0-5 -1-8-12 1-8-12 3-0-5 3-0-5 5-8-12 2-8-7 8-5-3 2-8-7 11-5-8 3-0-5 0- 7 - 8 3- 5 - 1 4 0- 7 - 8 6.00 12 Plate Offsets (X,Y)-- [2:0-1-11,0-2-8], [6:0-1-11,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.24 0.31 0.48 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.06 0.01 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=0-3-8, 2=0-3-8 Max Horz 2=52(LC 14) Max Uplift 6=-250(LC 11), 2=-255(LC 10) Max Grav 6=1536(LC 18), 2=1556(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2182/357, 3-4=-1670/305, 4-5=-1679/302, 5-6=-2269/377 BOT CHORD 2-9=-318/1888, 8-9=-318/1888, 7-8=-304/1970, 6-7=-304/1970 WEBS 4-8=-223/1267, 5-8=-631/142, 5-7=-61/349, 3-8=-543/122, 3-9=-82/290 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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 18.0 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 3-6-0 tall by 2-0-0 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 100 lb uplift at joint(s) except (jt=lb) 6=250, 2=255. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Use USP 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 10-0-12 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 10-13=-14 Concentrated Loads (lb) Vert: 16=-366(B) 17=-366(B) 18=-366(B) 19=-366(B) 20=-366(B) July 1,2021 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 Job J1094000 Truss VGE Truss Type Valley Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13849742 8.430 s Jun 2 2021 MiTek Industries, Inc. Thu Jul 1 08:30:45 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:nM6AnVvvROMg14O5OegVVszhHpH-avsBPwJ6pbU9V9MCyMGtt5tP?ggenS0?P_s6Mez0Ufu Scale = 1:67.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 40 39 38 37 36 35 34 33 32 3130 29 28 27 26 25 24 23 22 41 42 3x4 3x6 3x4 3x6 2-0-8 35-4-12 35-4-12 17-8-6 17-8-6 35-4-12 17-8-6 0- 0 - 4 10 - 3 - 1 4 0- 0 - 4 7.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-0], [3:0-0-0,0-0-0], [4:0-0-0,0-0-0], [5:0-0-0,0-0-0], [6:0-0-0,0-0-0], [7:0-0-0,0-0-0], [8:0-0-0,0-0-0], [9:0-0-0,0-0-0], [11:0-3-0,Edge], [12:0-0-0,0-0-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.08 0.04 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 21 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 196 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 10-32,12-31,14-28,13-30,8-34,9-33: 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. WEBS 1 Row at midpt 10-32, 12-31, 13-30, 9-33 REACTIONS.All bearings 35-4-12. (lb) - Max Horz 1=-168(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 21, 32, 22, 23, 24, 25, 26, 27, 28, 30, 40, 39, 38, 37, 36, 35, 34, 33 Max Grav All reactions 250 lb or less at joint(s) 1, 21, 32, 31, 22, 23, 24, 25, 26, 27, 28, 30, 40, 39, 38, 37, 36, 35, 34, 33 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end 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) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 21, 32, 22, 23, 24, 25, 26, 27, 28, 30, 40, 39, 38, 37, 36, 35, 34, 33. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 1,2021 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