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Roof Truss Engineering - ATri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1094006 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 2,2021 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 I13854715I13854696 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 J1094006 Truss A1D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854696 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:25:52 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-gDs13n4T4GlB1hByN3Lwypz?1TmBlVws8IvW7Gz07?j Scale = 1:49.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 4x6 5x6 3x8 1-0-8 27-10-8 27-10-8 -1-6-0 1-6-0 14-0-0 14-0-0 27-10-8 13-10-8 0-4-16-2-10-4-115.00 12 Plate Offsets (X,Y)-- [2:0-4-2,0-1-8], [10:0-3-0,Edge], [24:0-3-0,0-3-0] 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 0.60 0.56 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.01 (loc) 1 1 19 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 121 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3-2-1 oc bracing: 2-32 3-2-4 oc bracing: 18-19. REACTIONS.All bearings 27-10-8. (lb) - Max Horz 2=80(LC 48) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 24, 32, 31, 30, 29, 28, 27 except 18=-1459(LC 41), 19=-146(LC 42), 2=-1418(LC 32) Max Grav All reactions 250 lb or less at joint(s) 26, 25, 19, 20, 21, 22, 23, 24, 32, 31, 30, 29, 28, 27 except 18=1497(LC 50), 2=1449(LC 53) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3580/3513, 3-4=-3001/3002, 4-5=-2523/2516, 5-6=-2008/2032, 6-7=-1493/1547, 7-8=-994/1062, 8-9=-494/579, 10-11=-178/257, 11-12=-489/570, 12-13=-983/1037, 13-14=-1483/1514, 14-15=-1981/1995, 15-16=-2485/2480, 16-17=-3004/2966, 17-18=-3579/3516 BOT CHORD 2-32=-3188/3270, 18-19=-3168/3264 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable 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 20.0psf 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) 20, 21, 22, 23, 24, 32, 31, 30, 29, 28, 27 except (jt=lb) 18=1459, 19=146, 2=1418. 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=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 25-10-8 to 27-10-8 for 1602.8 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 2,2021 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 J1094006 Truss A2 Truss Type Common Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854697 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:25:53 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-8QQPH755rat2fqm8xms9U1V66t4iUkA?Myf3fiz07?i Scale: 1/4"=1' 1 2 3 4 5 6 10 9 8 7 17 18 3x6 3x6 3x6 3x8 4x6 3x4 3x4 2x4 2x4 7-4-6 7-4-6 20-7-10 13-3-4 27-10-8 7-2-14 -1-6-0 1-6-0 7-4-6 7-4-6 14-0-0 6-7-10 20-7-10 6-7-10 27-10-8 7-2-14 0-4-16-2-10-4-115.00 12 Plate Offsets (X,Y)-- [2:0-1-10,0-0-8], [4:0-3-0,0-2-4] 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 0.84 0.67 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.26 0.09 (loc) 10-16 10-16 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 99 lb FT = 16% 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9 REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=81(LC 10) Max Uplift 6=-68(LC 11), 2=-89(LC 10) Max Grav 6=1121(LC 18), 2=1225(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2337/133, 3-4=-1552/100, 4-5=-1552/100, 5-6=-2323/136 BOT CHORD 2-10=-137/2096, 9-10=-137/2096, 7-9=-75/2081, 6-7=-75/2081 WEBS 4-9=0/734, 5-9=-908/138, 3-9=-925/135, 3-10=0/251 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 19.0 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 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 2,2021 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 J1094006 Truss A3 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854698 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:25:54 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-cc_nUT6jbu?vH_LLVUNO1E2JrGPpDBU9bcOdC8z07?h Scale: 1/4"=1' 1 2 3 4 5 6 10 9 8 7 17 18 19 20 4x4 4x4 3x6 3x8 4x5 3x4 2x4 3x4 2x4 7-4-6 7-4-6 14-0-0 6-7-10 20-7-10 6-7-10 27-10-8 7-2-14 -1-6-0 1-6-0 7-4-6 7-4-6 14-0-0 6-7-10 20-7-10 6-7-10 27-10-8 7-2-14 0-4-16-2-10-4-115.00 12 Plate Offsets (X,Y)-- [2:0-4-10,0-0-12], [4:0-2-8,0-2-4] 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 0.71 0.75 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.25 0.10 (loc) 7-9 7-9 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 105 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9 REACTIONS. (size)6=0-5-8, 2=0-5-8 Max Horz 2=81(LC 10) Max Uplift 6=-80(LC 11), 2=-101(LC 10) Max Grav 6=1221(LC 18), 2=1325(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2573/164, 3-4=-1806/131, 4-5=-1806/130, 5-6=-2573/167 BOT CHORD 2-10=-166/2330, 9-10=-166/2330, 7-9=-103/2312, 6-7=-103/2312 WEBS 4-9=-23/927, 5-9=-903/137, 3-9=-924/135 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 19.0 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 20.0psf 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) 6 except (jt=lb) 2=101. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 16, 19 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 12 lb up at 15-0-0, and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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, 11-14=-14 Concentrated Loads (lb) Vert: 19=-100 20=-100 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-4=-16, 4-6=-16, 11-14=-14 Concentrated Loads (lb) Vert: 19=-38 20=-38 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-4=-16, 4-6=-16, 11-14=-14 Concentrated Loads (lb) Vert: 19=-38 20=-38 July 2,2021 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 J1094006 Truss A4 Truss Type COMMON Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854699 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:25:55 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-4oYAhp6MMB7mu8wX3BudaSbUDgl0ye4IqG8Akbz07?g Scale = 1:49.5 1 2 3 4 5 6 7 11 10 9 8 18 19 20 21 4x4 3x6 3x8 4x5 3x4 2x4 3x4 2x4 4x4 7-4-6 7-4-6 14-0-0 6-7-10 20-7-10 6-7-10 27-10-8 7-2-14 -1-6-0 1-6-0 7-4-6 7-4-6 14-0-0 6-7-10 20-7-10 6-7-10 27-10-8 7-2-14 29-4-8 1-6-0 0-4-16-2-10-4-115.00 12 Plate Offsets (X,Y)-- [2:0-4-10,0-0-12], [4:0-2-8,0-2-4] 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 0.73 0.75 0.96 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.26 0.10 (loc) 8-10 8-10 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 107 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10 REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=74(LC 10) Max Uplift 2=-101(LC 10), 6=-100(LC 11) Max Grav 2=1323(LC 17), 6=1323(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2570/164, 3-4=-1800/129, 4-5=-1799/130, 5-6=-2550/161 BOT CHORD 2-11=-158/2327, 10-11=-158/2327, 8-10=-83/2288, 6-8=-83/2288 WEBS 4-10=-22/920, 5-10=-883/133, 3-10=-923/135 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 19.0 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 20.0psf 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) 2=101, 6=100. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 16, 19 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 12 lb up at 15-0-0, and 100 lb down and 12 lb up at 13-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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, 12-15=-14 Concentrated Loads (lb) Vert: 20=-100 21=-100 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-4=-16, 4-6=-16, 6-7=-66, 12-15=-14 Concentrated Loads (lb) Vert: 20=-38 21=-38 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-4=-16, 4-7=-16, 12-15=-14 Concentrated Loads (lb) Vert: 20=-38 21=-38 July 2,2021 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 J1094006 Truss A5 Truss Type Common Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854700 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:25:56 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-Z?6Yv97_7VFdWIVjcvPs6f7eI46Rh6vS2wtjG1z07?f Scale: 1/4"=1' 1 2 3 4 5 6 10 9 8 7 17 18 4x4 3x6 3x6 3x8 4x5 3x4 3x4 2x4 2x4 7-4-6 7-4-6 20-7-10 13-3-4 27-9-0 7-1-6 -1-6-0 1-6-0 7-4-6 7-4-6 14-0-0 6-7-10 20-7-10 6-7-10 27-9-0 7-1-6 0-4-16-2-10-5-55.00 12 Plate Offsets (X,Y)-- [2:0-1-2,0-0-4], [4:0-2-8,0-2-8], [6:0-1-1,0-2-4] 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 IRC2015/TPI2014 CSI. TC BC WB Matrix-MSH 0.78 0.67 0.93 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.26 0.09 (loc) 10-16 10-16 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 99 lb FT = 16% 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 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=86(LC 10) Max Uplift 6=-84(LC 11), 2=-108(LC 10) Max Grav 6=1107(LC 1), 2=1212(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2280/166, 3-4=-1541/122, 4-5=-1539/122, 5-6=-2235/166 BOT CHORD 2-10=-170/2037, 9-10=-170/2037, 7-9=-101/1989, 6-7=-101/1989 WEBS 4-9=-9/722, 5-9=-817/151, 3-9=-849/151, 3-10=0/250 NOTES-(9) 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 2=108. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 2,2021 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 J1094006 Truss A6D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854701 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:25:58 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-VNEIKq9Ef6WKlce6kKSKB4D1Xupb9CPkWEMqLwz07?d Scale = 1:48.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 34 3x6 5x6 4x6 3x8 1-0-8 27-9-0 27-9-0 -1-6-0 1-6-0 14-0-0 14-0-0 27-9-0 13-9-0 0-4-16-2-10-5-55.00 12 Plate Offsets (X,Y)-- [2:0-4-2,0-1-8], [10:0-3-0,Edge], [24:0-3-0,0-1-4] 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 0.60 0.56 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.01 (loc) 1 1 19 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 121 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3-2-2 oc bracing: 2-33,18-19. REACTIONS.All bearings 27-9-0. (lb) - Max Horz 2=80(LC 48) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 25, 33, 32, 31, 30, 29, 28 except 18=-1532(LC 41), 19=-217(LC 42), 2=-1414(LC 32) Max Grav All reactions 250 lb or less at joint(s) 27, 26, 20, 21, 22, 23, 25, 33, 32, 31, 30, 29, 28 except 18=1571(LC 50), 19=290(LC 27), 2=1446(LC 53) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3571/3504, 3-4=-2992/2992, 4-5=-2514/2507, 5-6=-1999/2022, 6-7=-1484/1537, 7-8=-985/1052, 8-9=-484/569, 10-11=-190/266, 11-12=-463/545, 12-13=-964/1020, 13-14=-1461/1493, 14-15=-1960/1975, 15-16=-2462/2459, 16-17=-2981/2946, 17-18=-3592/3528 BOT CHORD 2-33=-3180/3263, 18-19=-3180/3243 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable 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 20.0psf 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) 20, 21, 22, 23, 25, 33, 32, 31, 30, 29, 28 except (jt=lb) 18=1532, 19=217, 2=1414. 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=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 25-9-0 to 27-9-0 for 1595.6 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 2,2021 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 J1094006 Truss A7 Truss Type Roof Special Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854702 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:25:59 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-zangXAAsQQeBNlDII1zZkIlAxH3KuTXulu6OtMz07?c Scale = 1:49.2 1 2 3 4 5 6 7 10 9 8 17 4x6 3x6 3x10 6x10 8x16 4x6 2x4 3x4 2x4 7-11-0 7-11-0 15-4-8 7-5-8 21-1-14 5-9-6 27-9-0 6-7-2 -1-6-0 1-6-0 7-11-0 7-11-0 14-0-0 6-1-0 15-4-8 1-4-8 21-1-14 5-9-6 27-9-0 6-7-2 0-4-16-2-10-5-51-6-105.00 12 2.50 12 Plate Offsets (X,Y)-- [2:0-1-5,0-0-6], [3:0-2-8,0-1-12], [4:0-3-0,0-2-4], [7:0-0-12,0-1-8], [9:0-11-0,0-2-8], [10:0-5-0,0-3-4] 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 0.75 0.92 0.87 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.40 -0.67 0.30 (loc) 10 9-10 7 l/defl >834 >498 n/a L/d 360 240 n/a PLATES MT20 Weight: 106 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-7: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-9: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 9-10. WEBS 1 Row at midpt 3-9 REACTIONS. (size)7=Mechanical, 2=0-5-8 Max Horz 2=82(LC 10) Max Uplift 7=-67(LC 11), 2=-89(LC 10) Max Grav 7=1116(LC 18), 2=1221(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4064/251, 3-4=-1436/107, 4-5=-1597/135, 5-6=-1664/98, 6-7=-2281/133 BOT CHORD 2-10=-253/3754, 9-10=-252/3755, 8-9=-75/2038, 7-8=-75/2038 WEBS 3-10=-44/1618, 3-9=-2749/251, 4-9=-80/1016, 5-9=-426/87, 6-9=-680/111 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 19.0 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 20.0psf 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) 7, 2. 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 2,2021 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 J1094006 Truss B1 Truss Type Common Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854703 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-k6GiDvGtYte3K_qrmj6R3_4ZDWoQm9k3a72p9uz07?U Scale: 3/8"=1' 1 2 3 4 5 6 8 7 13 14 15 16 17 5x8 5x8 4x10 8x8 2x4 4x10 2x4 MUS26 MUS26 MUS26 MUS26 MUS26 4-2-5 4-2-5 7-9-11 3-7-5 12-0-0 4-2-5 -1-6-0 1-6-0 3-3-8 3-3-8 6-0-0 2-8-8 8-8-8 2-8-8 12-0-0 3-3-8 0-4-104-10-100-4-109.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-3-0], [4:0-5-8,0-3-4], [6:Edge,0-3-0], [7:0-5-0,0-1-12], [8:0-5-0,0-1-12] 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.61 0.90 0.60 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.16 0.03 (loc) 7-8 7-8 6 l/defl >999 >891 n/a L/d 360 240 n/a PLATES MT20 Weight: 61 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF No.2 *Except* 5-7,3-8: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=0-5-8, 2=0-5-8 Max Horz 2=88(LC 27) Max Uplift 6=-215(LC 11), 2=-235(LC 10) Max Grav 6=3356(LC 18), 2=3429(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4582/300, 3-4=-4518/331, 4-5=-4540/340, 5-6=-4604/303 BOT CHORD 2-8=-247/3644, 7-8=-135/2479, 6-7=-215/3664 WEBS 4-7=-227/2854, 5-7=-312/84, 4-8=-215/2820, 3-8=-309/83 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 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 20.0psf 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=215, 2=235. 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 MUS26 (With 6-10d nails into Girder & 6-10d 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, 2-6=-14 Concentrated Loads (lb) Vert: 7=-1107(B) 8=-1107(B) 15=-1107(B) 16=-1107(B) 17=-1107(B) July 2,2021 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 J1094006 Truss B2D Truss Type Common Supported Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854704 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:08 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-CIq4QFGVIBmwy8P1JQdgbBdo5wJ6VldDpnnMhKz07?T Scale: 3/8"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 142223 3x6 4x6 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 1-0-8 12-0-0 12-0-0 -1-6-0 1-6-0 6-0-0 6-0-0 12-0-0 6-0-0 13-6-0 1-6-0 0-4-104-10-100-4-109.00 12 Plate Offsets (X,Y)-- [7:0-3-0,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 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 0.00 (loc) 13 13 15 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 58 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-13 oc bracing. REACTIONS.All bearings 12-0-0. (lb) - Max Horz 2=-95(LC 36) Max Uplift All uplift 100 lb or less at joint(s) 21, 20, 19, 18, 16, 15, 14 except 2=-1095(LC 32), 12=-1087(LC 35) Max Grav All reactions 250 lb or less at joint(s) 21, 20, 19, 18, 17, 16, 15, 14 except 2=1151(LC 53), 12=1151(LC 52) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1855/1790, 3-4=-1389/1339, 4-5=-997/976, 5-6=-604/599, 8-9=-588/588, 9-10=-988/963, 10-11=-1375/1325, 11-12=-1845/1776 BOT CHORD 2-21=-1327/1400, 20-21=-499/572, 14-15=-499/572, 12-14=-1327/1400 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf 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) 21, 20, 19, 18, 16, 15, 14 except (jt=lb) 2=1095, 12=1087. 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=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 10-0-0 to 12-0-0 for 690.0 plf. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 2,2021 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 J1094006 Truss C1D Truss Type Common Girder Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I13854705 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-ctWD2HJOb68Upb8c?YBNDqFBZ7DFiyrfVl00Ifz07?Q Scale = 1:50.4 1 2 3 4 5 6 9 8 7 14 15 16 17 18 19 20 21 22 23 5x8 5x8 10x10 5x6 4x4 3x8 4x4 3x8 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 4-8-0 4-8-0 10-0-0 5-4-0 15-4-0 5-4-0 20-0-0 4-8-0 4-8-0 4-8-0 10-0-0 5-4-0 15-4-0 5-4-0 20-0-0 4-8-0 21-6-0 1-6-0 0-4-107-10-100-4-109.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-0], [2:0-0-12,0-1-8], [4:0-0-12,0-1-8], [5:0-2-4,0-3-0], [7:0-4-8,0-1-8], [9:0-4-8,0-1-8] 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 0.84 0.65 0.66 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.14 -0.23 0.06 (loc) 8-9 8-9 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 208 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 3-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 5=0-5-8 Max Horz 1=-139(LC 33) Max Uplift 1=-2108(LC 40), 5=-2103(LC 43) Max Grav 1=6106(LC 29), 5=6249(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9101/3181, 2-3=-5897/1944, 3-4=-5895/1946, 4-5=-9096/3249 BOT CHORD 1-9=-1668/6807, 8-9=-598/6807, 7-8=-469/6804, 5-7=-1558/6804 WEBS 3-8=-447/6233, 4-8=-2889/290, 4-7=-166/2913, 2-8=-2890/332, 2-9=-214/2914 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 0-7-0 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 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 20.0psf 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) except (jt=lb) 1=2108, 5=2103. 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=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 18-0-0 to 20-0-0 for 1150.0 plf. 12) Use USP MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 18-0-12 to connect truss(es) to back 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: 1-3=-66, 3-6=-66, 1-5=-14 Concentrated Loads (lb) Vert: 8=-1102(B) 16=-1093(B) 17=-1093(B) 18=-1093(B) 19=-1102(B) 20=-1102(B) 21=-1102(B) 22=-1102(B) 23=-1102(B) July 2,2021 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 J1094006 Truss C2 Truss Type Scissor Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854706 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-544bGdK0MQGLRljoYGicm1oOwXYLRSHokPlaq6z07?P Scale = 1:49.2 1 2 3 4 5 6 9 8 7 16 17 4x5 4x5 4x5 5x8 3x4 2x4 3x4 2x4 4-9-2 4-9-2 10-0-0 5-2-14 15-2-14 5-2-14 20-0-0 4-9-2 4-9-2 4-9-2 10-0-0 5-2-14 15-2-14 5-2-14 20-0-0 4-9-2 21-6-0 1-6-0 0-4-107-10-100-4-103-6-159.00 12 4.50 12 Plate Offsets (X,Y)-- [1:0-2-12,0-0-12], [2:0-1-12,0-1-8], [3:0-2-8,0-1-12], [4:0-1-12,0-1-8], [5:0-2-12,0-0-12] 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 0.74 0.73 0.45 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.14 -0.24 0.21 (loc) 7-8 7-8 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 80 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 5=0-5-8 Max Horz 1=-139(LC 6) Max Uplift 1=-37(LC 10), 5=-58(LC 11) Max Grav 1=841(LC 17), 5=946(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2099/134, 2-3=-1448/48, 3-4=-1442/70, 4-5=-2064/42 BOT CHORD 1-9=-141/1719, 8-9=-142/1741, 7-8=0/1707, 5-7=0/1681 WEBS 3-8=-1/1200, 4-8=-560/179, 2-8=-588/176 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 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 20.0psf 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) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 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 2,2021 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 J1094006 Truss C3D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854707 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-1SBLhJLGu1X3g3tBghk4rStncKJVvRx5BjEgv_z07?N Scale = 1:50.1 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 4x6 4x6 4x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 20-0-0 20-0-0 10-0-0 10-0-0 20-0-0 10-0-0 21-6-0 1-6-0 0-4-107-10-100-4-109.00 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-SH 0.53 0.43 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 0.01 (loc) 12 12 13 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 97 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 6-17: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-9-2 oc bracing: 1-21 3-8-14 oc bracing: 11-13. REACTIONS.All bearings 20-0-0. (lb) - Max Horz 1=-139(LC 36) Max Uplift All uplift 100 lb or less at joint(s) 13, 14, 15, 16, 20, 19, 18 except 1=-1820(LC 32), 11=-1789(LC 35), 21=-107(LC 41) Max Grav All reactions 250 lb or less at joint(s) 17, 13, 14, 15, 21, 20, 19 except 1=1869(LC 39), 11=1852(LC 52), 16=273(LC 18), 18=272(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3041/2997, 2-3=-2394/2367, 3-4=-1803/1785, 4-5=-1215/1235, 5-6=-625/686, 6-7=-612/677, 7-8=-1167/1203, 8-9=-1755/1748, 9-10=-2349/2320, 10-11=-3004/2944 BOT CHORD 1-21=-2297/2417, 11-13=-2318/2417 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf 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) 13, 14, 15, 16, 20, 19, 18 except (jt=lb) 1=1820, 11=1789, 21=107. 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=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 18-0-0 to 20-0-0 for 1150.0 plf. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 2,2021 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 J1094006 Truss D1 Truss Type MONOPITCH Qty 10 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854708 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-VfljueMufLfwIDRNEOFJNgQ1Yklwew4FQN_ERQz07?M Scale = 1:7.7 1 2 3 4 2x4 3x4 2x4 1-11-8 1-11-8 -1-6-0 1-6-0 1-11-8 1-11-8 0-3-150-11-120-8-40-3-80-11-124.00 12 Plate Offsets (X,Y)-- [2:0-1-2,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 0.20 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 7 lb FT = 16% 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 1-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8 Max Horz 2=25(LC 9) Max Uplift 2=-62(LC 6), 4=-14(LC 16) Max Grav 2=290(LC 17), 4=39(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 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 2,2021 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 J1094006 Truss D2 Truss Type MONOPITCH Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854709 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-zrJ65_NXQennwN0Zn6mYwtyFs85tNMJOf1knztz07?L Scale = 1:7.7 1 2 3 3x4 2x4 2x4 1-11-8 1-11-8 1-11-8 1-11-8 0-3-150-11-120-8-40-3-80-11-124.00 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-MP 0.03 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 6 6 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 5 lb FT = 16% 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 1-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 3=0-1-8 Max Horz 1=18(LC 9) Max Uplift 1=-6(LC 6), 3=-9(LC 10) Max Grav 1=90(LC 17), 3=90(LC 17) 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 20.0psf 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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 2,2021 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 J1094006 Truss E Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854710 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-R1tUJKN9ByveXWbmLpHnT5VKmYK26o0XuhTLWJz07?K Scale = 1:28.1 1 2 3 4 5 6 4x8 4x5 4x5 4x5 4x5 4x5 4x5 4x5 4x5 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 7-0-0 7-0-0 14-0-0 7-0-0 -1-6-0 1-6-0 7-0-0 7-0-0 14-0-0 7-0-0 15-6-0 1-6-0 0-3-152-7-150-3-154.00 12 Plate Offsets (X,Y)-- [2:0-10-8,0-1-8], [2:0-3-4,0-0-10], [3:0-4-0,0-1-8], [4:0-3-4,0-0-10], [4:0-10-8,0-1-8] 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-P 0.41 0.44 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.12 0.02 (loc) 4-6 4-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 60 lb FT = 16% 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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-3-8 Max Horz 2=30(LC 14) Max Uplift 2=-85(LC 6), 4=-85(LC 7) Max Grav 2=761(LC 17), 4=760(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-961/25, 3-4=-960/25 BOT CHORD 2-6=0/843, 4-6=0/843 WEBS 3-6=0/289 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 20.0 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 20.0psf 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, 4. 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 2,2021 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 J1094006 Truss E1 Truss Type Common Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854711 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-R1tUJKN9ByveXWbmLpHnT5VFYYDp6o4XuhTLWJz07?K Scale = 1:27.3 1 2 3 4 5 6 3x6 3x6 2x4 4x4 7-0-0 7-0-0 14-0-0 7-0-0 -1-6-0 1-6-0 7-0-0 7-0-0 14-0-0 7-0-0 15-6-0 1-6-0 0-3-152-7-150-3-154.00 12 Plate Offsets (X,Y)-- [2:0-2-6,Edge], [4:0-2-6,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 0.74 0.83 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.23 0.02 (loc) 6-12 6-12 4 l/defl >999 >733 n/a L/d 360 240 n/a PLATES MT20 Weight: 43 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-3-8 Max Horz 2=32(LC 10) Max Uplift 2=-82(LC 6), 4=-82(LC 7) Max Grav 2=764(LC 17), 4=764(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1003/47, 3-4=-1003/47 BOT CHORD 2-6=-5/868, 4-6=-5/868 WEBS 3-6=0/275 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf 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, 4. 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 2,2021 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 J1094006 Truss G Truss Type Common Structural Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854712 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:18 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:QsxFQOT3knKU4dNBdPBAzszPlJq-vERsWgOnyG1V9gAyvWp0?I2XDyk1rGph6LDu2lz07?J Scale = 1:24.8 1 2 3 4 513 14 7 6 5x8 3x4 3x4 4x6 4x6 2x4 2x4 2x4 2x4 2x4 0-8-8 0-8-8 6-3-8 5-7-0 7-0-0 0-8-8 -1-6-0 1-6-0 3-6-0 3-6-0 7-0-0 3-6-0 8-6-0 1-6-0 0-4-103-0-20-4-109.00 12 Plate Offsets (X,Y)-- [2:0-2-4,0-1-14], [4:0-2-4,0-1-14] 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 0.30 0.13 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 6-7 6-7 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 37 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 1-0-0 except (jt=length) 7=0-3-8, 6=0-3-8. (lb) - Max Horz 2=60(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 Max Grav All reactions 250 lb or less at joint(s) 7, 6 except 2=440(LC 17), 4=439(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-271/35, 3-4=-272/35 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 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 20.0psf 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, 4. 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 2,2021 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 J1094006 Truss G1 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854713 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:19 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:x3oXV6wqXXfD4kOKfUyjOCyegQz-NQ?Ek0PPjZ9Mnql8TEKFYWaiIL4vajLqL?yRaCz07?I Scale = 1:23.3 1 2 3 4 5613 14 3x4 3x4 2x4 4x4 3-6-0 3-6-0 7-0-0 3-6-0 -1-6-0 1-6-0 3-6-0 3-6-0 7-0-0 3-6-0 8-6-0 1-6-0 0-4-103-0-20-4-109.00 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-MP 0.21 0.15 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 6-9 6-9 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 26 lb FT = 16% 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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-5-8 Max Horz 2=-63(LC 8) Max Uplift 2=-35(LC 10), 4=-35(LC 11) Max Grav 2=530(LC 17), 4=530(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-351/21, 3-4=-351/21 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 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 20.0psf 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, 4. 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 2,2021 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 J1094006 Truss G2 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854714 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:19 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:x3oXV6wqXXfD4kOKfUyjOCyegQz-NQ?Ek0PPjZ9Mnql8TEKFYWahDLygajKqL?yRaCz07?I Scale = 1:23.4 1 2 3 4 6 5 3x4 2x4 4x4 2x4 2x4 2-5-8 2-5-8 5-11-8 3-6-0 2-5-8 2-5-8 5-11-8 3-6-0 7-5-8 1-6-0 0-10-81-2-03-0-20-3-80-4-109.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-0-10] 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 0.28 0.68 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.14 -0.22 -0.01 (loc) 5-9 5-9 3 l/defl >505 >316 n/a L/d 360 240 n/a PLATES MT20 Weight: 22 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 1-6: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-5-8, 6=0-1-8 Max Horz 3=-66(LC 8) Max Uplift 3=-36(LC 11), 6=-6(LC 10) Max Grav 3=395(LC 18), 6=276(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 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 20.0psf 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 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 2,2021 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 J1094006 Truss G3 Truss Type Common Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13854715 8.430 s Jun 2 2021 MiTek Industries, Inc. Fri Jul 2 11:26:20 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:x3oXV6wqXXfD4kOKfUyjOCyegQz-scZcxMQ1UtHDO_KL0xrU4j7tFlLEJAh_afi?6ez07?H Scale = 1:23.4 1 2 3 4 6 5 3x4 3x8 2x4 4x4 2x4 2x4 2-5-8 2-5-8 5-5-0 2-11-8 5-11-8 0-6-8 2-5-8 2-5-8 5-11-8 3-6-0 7-5-8 1-6-0 0-10-81-2-03-0-20-3-80-4-109.00 12 Plate Offsets (X,Y)-- [3:0-0-8,0-0-2], [3:0-0-8,0-7-12] 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-MP 0.20 0.47 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.11 -0.00 (loc) 5 5 3 l/defl >977 >631 n/a L/d 360 240 n/a PLATES MT20 Weight: 23 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 1-6: 2x4 DF No.1&Btr WEDGE Right: 2x6 DF SS BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-5-8, 6=0-1-8 Max Horz 6=-66(LC 8) Max Uplift 3=-41(LC 11), 6=-6(LC 10) Max Grav 3=450(LC 18), 6=242(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 15.0 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 20.0psf 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 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 2,2021 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2006 MiTek® All Rights ReservedWEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ER-5243, 9604B,9730, 95-43, 96-31, 9667ANER-487, NER-56195110, 84-32, 96-67, ER-3907, 9432AJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBS