Loading...
Roof Truss Engineering - ATri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1090712-1 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 June 8,2021 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 I13803556I13803532 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 J1090712-1 Truss A01 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803532 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:10:50 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-MQA4QW72ylBPneLCRrZmImeWbC59JYFK1KEF2Pz8PCZ Scale = 1:61.7 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 34 35 36 37 38 39 40 4x5 4x4 4x6 3x10 4x8 3x4 3x4 3x8 3x8 3x4 4x5 3x4 3x10 3x4 3x4 4x4 4x4 4x4 4x4 1-8-8 5-7-0 5-7-0 10-11-12 5-4-12 20-2-10 9-2-14 30-0-0 9-9-6 -1-6-0 1-6-0 5-7-0 5-7-0 10-11-12 5-4-12 15-0-0 4-0-4 22-3-3 7-3-3 30-0-0 7-8-13 31-6-0 1-6-0 0- 4 - 5 9- 1 - 5 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-8], [4:0-2-8,0-2-0], [5:0-0-8,0-1-8], [6:0-2-4,0-1-12], [7:0-0-12,0-2-0], [8:0-2-0,0-1-8], [10:0-2-0,0-2-1], [12:0-1-12,0-1-8], [14:0-3-4,0-0-8], [16:0-1-8,0-1-0], [18:0-1-8,0-1-0], [20:0-1-8,0-1-0] 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 0.88 0.18 0.56 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.10 0.01 (loc) 10-12 10-12 10 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 236 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x6 DF SS *Except* 3-15,3-14,4-14,9-12: 2x4 HF Stud, 6-14,6-12: 2x4 HF No.2 OTHERS 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. WEBS 1 Row at midpt 6-14 REACTIONS. (size)2=0-5-8, 14=0-5-8, 10=0-5-8 Max Horz 2=177(LC 9) Max Uplift 2=-51(LC 10), 14=-153(LC 10), 10=-97(LC 11) Max Grav 2=570(LC 17), 14=1725(LC 1), 10=822(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-530/91, 3-4=-51/462, 4-6=0/424, 6-9=-770/158, 9-10=-976/105 BOT CHORD 2-15=-137/354, 14-15=-144/334, 10-12=0/738 WEBS 3-15=0/254, 3-14=-704/147, 4-14=-467/149, 6-14=-1008/72, 6-12=-120/737, 9-12=-524/198 NOTES-(13) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 2x4 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 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 51 lb uplift at joint 2, 153 lb uplift at joint 14 and 97 lb uplift at joint 10. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 289 lb down and 149 lb up at 4-0-0, and 133 lb down and 68 lb up at 10-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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: 1-6=-66, 6-11=-66, 2-10=-14 Concentrated Loads (lb) Vert: 34=-205 35=-98 36=-6 37=-30 38=-30 39=-30 40=-30 June 8,2021 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 J1090712-1 Truss A02 Truss Type Common Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803533 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:10:51 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-qdjSes8gj3JGOnwO?Y4?r_BidbJ721pTFzzpbrz8PCY Scale = 1:60.0 1 2 3 4 5 6 7 10 9 8 17 18 19 4x4 3x6 3x4 2x4 5x6 3x4 2x4 3x4 10-9-0 10-9-0 10-11-12 0-2-12 20-2-10 9-2-14 30-0-0 9-9-6 -1-6-0 1-6-0 7-8-13 7-8-13 15-0-0 7-3-3 22-3-3 7-3-3 30-0-0 7-8-13 31-6-0 1-6-0 0- 4 - 5 9- 1 - 5 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-2-4], [6:0-2-4,0-1-8], [8:0-1-8,0-1-8] 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 0.80 0.58 0.41 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.43 0.01 (loc) 10-13 10-13 6 l/defl >562 >308 n/a L/d 360 240 n/a PLATES MT20 Weight: 127 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 4-10,4-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS. (size)2=0-5-8, 10=0-5-8, 6=0-5-8 Max Horz 2=-177(LC 8) Max Uplift 2=-48(LC 10), 10=-116(LC 10), 6=-105(LC 11) Max Grav 2=501(LC 17), 10=1480(LC 20), 6=900(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-344/71, 3-4=-65/287, 4-5=-956/189, 5-6=-1096/135 BOT CHORD 8-10=0/277, 6-8=-16/899 WEBS 3-10=-585/203, 4-10=-871/76, 4-8=-130/898, 5-8=-574/203 NOTES-(9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 2, 116 lb uplift at joint 10 and 105 lb uplift at joint 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. June 8,2021 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 J1090712-1 Truss A02A Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803534 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:10:52 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-IpHqrC8IUNR60xVbZGcEOBjtN?fMnU3dUdjM7Iz8PCX Scale = 1:60.0 1 2 3 4 5 6 7 10 9 8 17 18 19 4x4 3x6 3x4 2x4 5x6 3x4 2x4 3x4 10-9-0 10-9-0 10-11-12 0-2-12 20-2-10 9-2-14 30-0-0 9-9-6 -1-6-0 1-6-0 7-8-13 7-8-13 15-0-0 7-3-3 22-3-3 7-3-3 30-0-0 7-8-13 31-6-0 1-6-0 0- 4 - 5 9- 1 - 5 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-2-4], [6:0-2-4,0-1-8], [8:0-1-8,0-1-8] 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 0.80 0.58 0.41 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.43 0.01 (loc) 10-13 10-13 6 l/defl >562 >308 n/a L/d 360 240 n/a PLATES MT20 Weight: 127 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 4-10,4-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS. (size)2=0-5-8, 10=0-3-8, 6=0-5-8 Max Horz 2=-177(LC 8) Max Uplift 2=-48(LC 10), 10=-116(LC 10), 6=-105(LC 11) Max Grav 2=501(LC 17), 10=1480(LC 20), 6=900(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-344/71, 3-4=-65/287, 4-5=-956/189, 5-6=-1096/135 BOT CHORD 8-10=0/277, 6-8=-16/899 WEBS 3-10=-585/203, 4-10=-871/76, 4-8=-130/898, 5-8=-574/203 NOTES-(9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 2, 116 lb uplift at joint 10 and 105 lb uplift at joint 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. June 8,2021 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 J1090712-1 Truss A03 Truss Type Common Qty 9 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803535 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:10:53 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-m?rD2Y9wEgZze54n6z7TwPG0lPw0WyjmjHSvfkz8PCW Scale = 1:60.0 1 2 3 4 5 6 7 10 9 8 17 18 19 4x4 3x6 3x4 2x4 4x6 3x4 4x4 2x4 10-11-12 10-11-12 20-2-10 9-2-14 30-0-0 9-9-6 -1-6-0 1-6-0 7-8-13 7-8-13 15-0-0 7-3-3 22-3-3 7-3-3 30-0-0 7-8-13 31-6-0 1-6-0 0- 4 - 5 9- 1 - 5 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-2-4], [4:0-3-0,0-1-12], [6:0-2-10,0-2-4], [8:0-1-8,0-1-8], [10:0-1-12,0-1-8] 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 0.95 0.93 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.46 0.06 (loc) 10-13 10-13 6 l/defl >999 >783 n/a L/d 360 240 n/a PLATES MT20 Weight: 125 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr *Except* 6-9: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-10,4-8: 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)2=0-5-8, 6=0-5-8 Max Horz 2=-177(LC 8) Max Uplift 2=-121(LC 10), 6=-121(LC 11) Max Grav 2=1410(LC 20), 6=1412(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2028/172, 3-4=-1800/185, 4-5=-1923/220, 5-6=-2054/166 BOT CHORD 2-10=-167/1821, 8-10=-10/1184, 6-8=-43/1710 WEBS 3-10=-575/202, 4-10=-89/833, 4-8=-131/889, 5-8=-572/204 NOTES-(9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 2 and 121 lb uplift at joint 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. June 8,2021 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 J1090712-1 Truss A04 Truss Type Roof Special Qty 10 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803536 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:10:53 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-m?rD2Y9wEgZze54n6z7TwPG3KPwbWsYmjHSvfkz8PCW Scale = 1:60.4 1 2 3 4 5 6 7 8 11 10 9 18 19 5x6 4x4 6x18 5x8 4x6 3x4 2x4 2x4 4x5 7-8-13 7-8-13 16-0-8 8-3-11 22-9-8 6-9-0 30-0-0 7-2-8 -1-6-0 1-6-0 7-8-13 7-8-13 15-0-0 7-3-3 16-0-8 1-0-8 22-9-3 6-8-11 30-0-0 7-2-13 31-6-0 1-6-0 0- 4 - 5 9- 1 - 5 0- 4 - 5 1- 1 1 - 1 0 7.00 12 3.50 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [6:0-1-8,0-1-12], [7:0-1-8,0-0-9], [9:0-4-0,0-3-0], [10:1-2-12,0-2-8] 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-MSH 0.72 0.90 0.71 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.27 -0.46 0.27 (loc) 9-10 9-10 7 l/defl >999 >774 n/a L/d 360 240 n/a PLATES MT20 Weight: 134 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-11,6-9: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10, 5-10, 6-10 REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=-177(LC 8) Max Uplift 2=-121(LC 10), 7=-121(LC 11) Max Grav 2=1299(LC 1), 7=1299(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1955/152, 3-4=-1285/162, 4-5=-1418/232, 5-6=-1400/153, 6-7=-3512/201 BOT CHORD 2-11=-151/1606, 10-11=-151/1606, 9-10=-89/3064, 7-9=-90/3060 WEBS 3-11=0/305, 3-10=-775/174, 4-10=-204/1307, 5-10=-692/165, 6-10=-2197/203, 6-9=0/1778 NOTES-(10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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) 7 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 121 lb uplift at joint 2 and 121 lb uplift at joint 7. 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. June 8,2021 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 J1090712-1 Truss A05D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803537 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:10:56 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-AaXLhZBpXbxYVZoMo5gAY1uYGc0hjLpCPFhaG3z8PCT Scale = 1:60.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 4x4 4x8 5x6 4x8 30-0-0 30-0-0 -1-6-0 1-6-0 15-0-0 15-0-0 30-0-0 15-0-0 31-6-0 1-6-0 0- 4 - 5 9- 1 - 5 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [20:0-2-4,0-1-0], [25:0-3-0,0-3-0], [34:0-2-4,0-1-0] 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.81 0.68 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 0.01 (loc) 19 19 20 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 163 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 10-27,11-26,9-28: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-0-5 oc bracing: 2-34,18-20. WEBS 1 Row at midpt 10-27, 11-26, 9-28 REACTIONS.All bearings 30-0-0. (lb) - Max Horz 2=-177(LC 37) Max Uplift All uplift 100 lb or less at joint(s) 27, 20, 21, 22, 23, 24, 25, 26, 34, 33, 32, 31, 30, 29, 28 except 2=-2121(LC 32), 18=-2086(LC 35) Max Grav All reactions 250 lb or less at joint(s) 27, 20, 21, 22, 23, 24, 26, 34, 33, 32, 31, 30, 28 except 2=2173(LC 39), 25=257(LC 18), 18=2147(LC 52), 29=257(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4177/4144, 3-4=-3580/3567, 4-5=-3035/3020, 5-6=-2492/2485, 6-7=-1948/1968, 7-8=-1405/1457, 8-9=-862/949, 9-10=-287/424, 10-11=-311/421, 11-12=-838/933, 12-13=-1355/1423, 13-14=-1877/1920, 14-15=-2420/2430, 15-16=-2963/2953, 16-17=-3509/3495, 17-18=-4128/4072 BOT CHORD 2-34=-3475/3572, 18-20=-3475/3572 NOTES-(14) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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) 27, 20, 21, 22, 23, 24, 25, 26, 34, 33, 32, 31, 30, 29, 28 except (jt=lb) 2=2121, 18=2086. 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, 28-0-0 to 30-0-0 for 1725.0 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 8,2021 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 J1090712-1 Truss B01D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803538 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:10:58 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-7zf66FD33DBGksykvWiedSzwpQfGBFGVsZAgLxz8PCR Scale = 1:44.8 1 2 3 4 5 6 7 8 9 14 13 12 11 10 16 15 26 27 28 5x8 3x4 3x4 4x8 MT18HS 5x8 3x4 2x4 3x8 4x10 3x4 5x8 4x8 3x4 3x8 3x6 4x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5-4-0 5-4-0 9-7-8 4-3-8 12-7-8 3-0-0 12-9-6 0-1-14 19-3-0 6-5-10 -1-6-0 1-6-0 5-4-0 5-4-0 9-7-8 4-3-8 12-9-6 3-1-14 15-9-6 3-0-1 19-3-0 3-5-10 20-9-0 1-6-0 0- 4 - 5 5- 1 1 - 1 1 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [4:0-1-12,0-2-0], [6:0-3-12,0-2-0], [7:0-1-12,0-2-0], [8:0-3-0,0-3-1], [12:0-4-0,0-1-12], [22:0-1-6,0-1-0] 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.68 0.80 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.05 0.01 (loc) 14 2-14 10 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 126 lb FT = 0% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 1-5,5-9: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 12-15,15-16,4-16: 2x6 DF SS OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-8-14 oc bracing. JOINTS 1 Brace at Jt(s): 16 REACTIONS.All bearings 6-7-8 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=-509(LC 36) Max Uplift All uplift 100 lb or less at joint(s) 10 except 2=-2681(LC 40), 8=-2337(LC 43), 12=-395(LC 41) Max Grav All reactions 250 lb or less at joint(s) 10, 11 except 2=2855(LC 37), 8=2366(LC 38), 12=973(LC 56), 12=844(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5189/4979, 3-4=-2373/2336, 4-5=-1746/1706, 5-6=-1537/1513, 6-7=-2861/2928, 7-8=-4730/4737 BOT CHORD 2-14=-3864/4014, 13-14=-63/561, 11-12=-256/264, 10-11=-256/264, 8-10=-4113/4117 WEBS 3-13=-352/149, 13-15=-204/484, 6-15=-189/464, 6-12=-729/304, 12-15=-260/146 NOTES-(13) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 MT20 plates 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 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) 10 except (jt=lb) 2=2681, 8=2337, 12=395. 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 450 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, 17-3-0 to 19-3-0 for 2165.6 plf. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 8,2021 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 J1090712-1 Truss B02 Truss Type Common Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803539 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:10:59 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-b9CUJbEhqWJ7M0XxTEEtAgW8uq17whwf5DvEtOz8PCQ Scale = 1:38.8 1 2 3 4 5 6 7 14 15 4x4 4x4 3x8 4x4 2x4 2x4 9-7-8 9-7-8 19-3-0 9-7-8 5-7-4 5-7-4 9-7-8 4-0-4 13-7-12 4-0-4 19-3-0 5-7-4 20-9-0 1-6-0 0- 4 - 5 5- 1 1 - 1 1 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [1:0-2-10,0-2-4], [5:0-2-10,0-2-4] 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 0.46 0.70 0.27 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.28 0.03 (loc) 7-10 7-10 5 l/defl >999 >812 n/a L/d 360 240 n/a PLATES MT20 Weight: 69 lb FT = 0% 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 4-7-6 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=-114(LC 6) Max Uplift 1=-63(LC 10), 5=-87(LC 11) Max Grav 1=819(LC 17), 5=924(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1261/111, 2-3=-912/91, 3-4=-906/93, 4-5=-1250/107 BOT CHORD 1-7=-96/1051, 5-7=-25/1037 WEBS 3-7=-32/583, 4-7=-466/131, 2-7=-480/135 NOTES-(9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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) 1, 5. 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. June 8,2021 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 J1090712-1 Truss C01D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803540 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:00 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-3LmsWxFJbqS_zA671xl6it2ITEQ8fCdoKtfnPqz8PCP Scale = 1:30.6 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 4x4 4x5 4x5 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 13-1-0 13-1-0 -1-6-0 1-6-0 6-6-8 6-6-8 13-1-0 6-6-8 14-7-0 1-6-0 0- 4 - 5 4- 2 - 1 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-0-9,Edge], [10:0-0-9,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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.54 0.46 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.00 0.01 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 56 lb FT = 0% 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 3-5-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 3-9-6 oc bracing: 2-18 3-9-2 oc bracing: 10-12. REACTIONS.All bearings 13-1-0. (lb) - Max Horz 2=-86(LC 37) Max Uplift All uplift 100 lb or less at joint(s) 15, 12, 13, 14, 18, 17, 16 except 2=-1404(LC 40), 10=-1416(LC 43) Max Grav All reactions 250 lb or less at joint(s) 15, 12, 14, 18, 16 except 2=1444(LC 53), 10=1457(LC 38), 13=268(LC 18), 17=268(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2731/2717, 3-4=-1889/1879, 4-5=-1067/1091, 5-6=-225/270, 6-7=-243/269, 7-8=-1049/1079, 8-9=-1854/1855, 9-10=-2701/2685 BOT CHORD 2-18=-2267/2350, 10-12=-2317/2350 NOTES-(13) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 17.0 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) 15, 12, 13, 14, 18, 17, 16 except (jt=lb) 2=1404, 10=1416. 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 350 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, 11-1-0 to 13-1-0 for 1144.8 plf. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 8,2021 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 J1090712-1 Truss C02 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803541 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:01 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-XYKEkHFxM8arbKhJafGLF5bMbdi1OeHxZXOLxGz8PCO Scale = 1:28.2 1 2 3 4 5 6 13 14 3x8 3x8 2x4 4x5 6-6-8 6-6-8 13-1-0 6-6-8 -1-6-0 1-6-0 6-6-8 6-6-8 13-1-0 6-6-8 14-7-0 1-6-0 0- 4 - 5 4- 2 - 1 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-8-0,0-0-6], [4:0-8-0,0-0-6] 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 0.96 0.73 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.17 0.01 (loc) 6-12 6-12 4 l/defl >999 >928 n/a L/d 360 240 n/a PLATES MT20 Weight: 41 lb FT = 0% 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 2-8-10 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=-86(LC 8) Max Uplift 2=-67(LC 10), 4=-67(LC 11) Max Grav 2=716(LC 17), 4=716(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-746/64, 3-4=-746/64 BOT CHORD 2-6=0/515, 4-6=0/515 WEBS 3-6=0/261 NOTES-(9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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. June 8,2021 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 J1090712-1 Truss D01 Truss Type Monopitch Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803542 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:02 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZsEbGPuTk0srXnpwJfjcTiznCiu-?kucxdGa7RiiDUGW8MnaoI8av15Q76x5nB8uUiz8PCN Scale = 1:22.1 1 2 3 4 2x4 4x4 2x4 5-11-8 5-11-8 -1-8-12 1-8-12 5-11-8 5-11-8 0- 4 - 3 3- 3 - 1 5 3- 0 - 7 0- 3 - 8 3- 3 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-1-8,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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.80 0.53 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.16 0.00 (loc) 4-7 4-7 2 l/defl >647 >444 n/a L/d 360 240 n/a PLATES MT20 Weight: 20 lb FT = 0% 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 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=97(LC 9) Max Uplift 2=-51(LC 10), 4=-37(LC 10) Max Grav 2=474(LC 17), 4=326(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-251/48 NOTES-(11) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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. June 8,2021 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 J1090712-1 Truss D02 Truss Type MONOPITCH Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803543 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:03 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZsEbGPuTk0srXnpwJfjcTiznCiu-TwS?9zHCulqZqdqii3IpKWgspRYysZBE0rtR09z8PCM Scale = 1:11.3 1 2 3 4 2x4 3x4 2x4 1-11-8 1-11-8 -1-8-12 1-8-12 1-11-8 1-11-8 0- 4 - 3 1- 3 - 1 5 1- 0 - 7 0- 3 - 8 1- 3 - 1 5 6.00 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.34 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 8 lb FT = 0% 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=0-3-8, 4=0-1-8 Max Horz 2=39(LC 9) Max Uplift 2=-49(LC 10), 4=-27(LC 16) Max Grav 2=353(LC 17), 4=32(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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. June 8,2021 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 J1090712-1 Truss D04 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803544 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:03 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZsEbGPuTk0srXnpwJfjcTiznCiu-TwS?9zHCulqZqdqii3IpKWgutRY9sZDE0rtR09z8PCM Scale = 1:29.5 1 2 3 4 8 7 6 5 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5-5-8 5-5-8 5-5-8 5-5-8 1- 1 0 - 3 4- 6 - 1 5 4- 3 - 7 0- 3 - 8 4- 6 - 1 5 6.00 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-R 0.21 0.12 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 8 6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 26 lb FT = 0% 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 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-5-8. (lb) - Max Horz 8=119(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 8, 5, 6 except 7=-140(LC 7) Max Grav All reactions 250 lb or less at joint(s) 8, 5, 5, 7 except 6=253(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=115mph (3-second gust) Vasd=91mph; 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) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) 8, 5, 6 except (jt=lb) 7=140. 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. June 8,2021 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 J1090712-1 Truss D05 Truss Type Monopitch Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803545 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:04 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZsEbGPuTk0srXnpwJfjcTiznCiu-x70NMIIqf3yPSnPuGnp2tjDuZrq_b0?OFVd?Ybz8PCL Scale = 1:28.8 1 2 4 3 2x4 2x4 4x4 4x4 5-5-8 5-5-8 5-5-8 5-5-8 1- 1 0 - 3 4- 6 - 1 5 4- 3 - 7 0- 3 - 8 4- 6 - 1 5 6.00 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.91 0.27 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.08 -0.00 (loc) 3-4 3-4 3 l/defl >999 >792 n/a L/d 360 240 n/a PLATES MT20 Weight: 26 lb FT = 0% 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 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=0-5-8, 3=0-1-8 Max Horz 4=119(LC 7) Max Uplift 4=-12(LC 10), 3=-48(LC 7) Max Grav 4=305(LC 17), 3=305(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-269/53, 1-4=-269/34 NOTES-(10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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) 4, 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. June 8,2021 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 J1090712-1 Truss D06 Truss Type Monopitch Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803546 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:05 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZsEbGPuTk0srXnpwJfjcTiznCiu-QJalaeISQM4G4x_5pULHPxmESFEVKSeXT9MY41z8PCK Scale = 1:29.5 1 2 3 6 5 4 2x4 2x4 4x4 4x4 4x4 4x4 2-2-0 2-2-0 5-5-8 3-3-8 5-5-8 5-5-8 1- 1 0 - 3 4- 6 - 1 5 4- 3 - 7 0- 3 - 8 4- 6 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12], [4:Edge,0-1-8], [5:0-2-0,0-1-12] 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 0.20 0.06 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 30 lb FT = 0% 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 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 2-5-8 except (jt=length) 4=0-1-8. (lb) - Max Horz 6=119(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 6, 5, 4 Max Grav All reactions 250 lb or less at joint(s) 6, 5, 4 except 5=287(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-282/48 NOTES-(10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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) 4 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) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5, 4. 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. June 8,2021 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 J1090712-1 Truss D07 Truss Type Monopitch Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803547 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:05 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZsEbGPuTk0srXnpwJfjcTiznCiu-QJalaeISQM4G4x_5pULHPxmE0FEUKS3XT9MY41z8PCK Scale = 1:28.8 1 2 3 6 5 4 2x4 2x4 4x4 4x4 4x4 4x4 2-0-0 2-0-0 2-2-12 0-2-12 5-5-8 3-2-12 5-5-8 5-5-8 1- 1 0 - 3 4- 6 - 1 5 4- 3 - 7 0- 3 - 8 4- 6 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12], [4:Edge,0-1-8], [5:0-2-0,0-1-12] 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 0.23 0.06 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 30 lb FT = 0% 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 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)5=0-5-8, 4=0-1-8 Max Horz 5=119(LC 9) Max Uplift 5=-26(LC 6), 4=-85(LC 7) Max Grav 5=526(LC 17), 4=85(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-436/46 NOTES-(10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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) 4 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) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 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. June 8,2021 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 J1090712-1 Truss E Truss Type Common Structural Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803548 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:06 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:4q7iqsZKVXIucyvD32EfWNyCL9V-uV87n_J4BgC7h5ZHNCsWy8IFFeOJ3pbhip66dUz8PCJ Scale: 1/2"=1' 1 2 3 4 56 21 22 23 4x5 5x6 2x4 7x8 3x8 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5-8-8 5-8-8 11-5-0 5-8-8 -1-6-0 1-6-0 5-8-8 5-8-8 11-5-0 5-8-8 12-11-0 1-6-0 0- 4 - 5 3- 8 - 4 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-0-8], [4:0-1-4,0-2-7] 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 0.79 0.41 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.55 0.02 (loc) 6-17 6-17 2 l/defl >461 >241 n/a L/d 360 240 n/a PLATES MT20 Weight: 55 lb FT = 0% 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 3-11-6 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=-21(LC 15) Max Uplift 4=-21(LC 11) Max Grav 2=764(LC 18), 4=572(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9/444, 3-4=-1227/0 BOT CHORD 4-6=0/1201 WEBS 3-6=-9/1078 NOTES-(11) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 17.0 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) 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. June 8,2021 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 J1090712-1 Truss E1 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803549 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:4q7iqsZKVXIucyvD32EfWNyCL9V-MihV?KKix_K_JF8TxvNlVMrTF2o?oL1qxTrf9wz8PCI Scale: 1/2"=1' 1 2 3 4 5 4x4 2x4 4x4 3x6 5-8-8 5-8-8 11-0-8 5-4-0 -1-6-0 1-6-0 5-8-8 5-8-8 11-0-8 5-4-0 0- 4 - 5 3- 8 - 4 0- 6 - 1 5 7.00 12 Plate Offsets (X,Y)-- [2:0-1-13,Edge], [3:0-2-0,0-2-8], [4:0-2-12,0-0-3] 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.69 0.57 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.11 0.01 (loc) 5-8 5-8 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 34 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud WEDGE Right: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-3-8 Max Horz 2=71(LC 7) Max Uplift 2=-61(LC 10), 4=-34(LC 11) Max Grav 2=658(LC 17), 4=553(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-640/58, 3-4=-617/56 BOT CHORD 2-5=-11/428, 4-5=-11/428 NOTES-(9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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. June 8,2021 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 J1090712-1 Truss E2 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803550 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:4q7iqsZKVXIucyvD32EfWNyCL9V-MihV?KKix_K_JF8TxvNlVMrT62o?oL5qxTrf9wz8PCI Scale: 1/2"=1' 1 2 3 4 5 6 3x8 3x4 4x4 2x4 4x4 5-8-8 5-8-8 10-8-8 5-0-0 -1-6-0 1-6-0 5-8-8 5-8-8 10-8-8 5-0-0 0- 4 - 5 3- 8 - 4 0- 9 - 4 7.00 12 Plate Offsets (X,Y)-- [2:0-1-13,Edge], [3:0-2-0,0-2-8], [5:0-3-8,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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.70 0.57 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.11 0.01 (loc) 6-13 6-13 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 36 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Right 2x4 HF Stud - 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-5-8 Max Horz 2=71(LC 7) Max Uplift 5=-31(LC 11), 2=-61(LC 10) Max Grav 5=530(LC 18), 2=647(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-615/55, 3-5=-446/56 BOT CHORD 2-6=-14/405, 5-6=-14/405 NOTES-(10) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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) 5, 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. June 8,2021 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 J1090712-1 Truss G01D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803551 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZsEbGPuTk0srXnpwJfjcTiznCiu-I4pGP0MzTbaiZYIs2KPDanwrWsV5GFJ7OnLmDoz8PCG Scale = 1:40.9 1 2 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 4x4 3x6 4x5 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4x5 20-8-0 20-8-0 -1-8-12 1-8-12 10-4-0 10-4-0 20-8-0 10-4-0 22-4-12 1-8-12 0- 4 - 3 5- 6 - 3 0- 4 - 3 6.00 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.52 0.46 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 0.01 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 85 lb FT = 0% 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 3-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-8-9 oc bracing: 2-23 3-8-7 oc bracing: 12-14. REACTIONS.All bearings 20-8-0. (lb) - Max Horz 2=-75(LC 43) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 17, 16, 15, 14 except 12=-1260(LC 43), 2=-1251(LC 32) Max Grav All reactions 250 lb or less at joint(s) 19, 21, 22, 23, 16, 15, 14 except 12=1297(LC 52), 20=252(LC 17), 17=252(LC 18), 2=1297(LC 53) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2745/2699, 3-4=-2097/2099, 4-5=-1569/1602, 5-6=-1044/1107, 6-7=-526/610, 7-8=-525/604, 8-9=-1039/1086, 9-10=-1553/1571, 10-11=-2072/2068, 11-12=-2713/2672 BOT CHORD 2-23=-2374/2449, 12-14=-2374/2422 NOTES-(13) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 18.0 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) 20, 21, 22, 23, 17, 16, 15, 14 except (jt=lb) 12=1260, 2=1251. 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, 18-8-0 to 20-8-0 for 1188.4 plf. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 8,2021 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 J1090712-1 Truss G02 Truss Type Common Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803552 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZsEbGPuTk0srXnpwJfjcTiznCiu-mHNedMMbEviZAit2c2wS6_T_zGrI?gnGdR4JmFz8PCF Scale = 1:38.7 1 2 3 4 5 6 7 10 9 8 3x4 3x6 3x4 4x5 2x4 3x4 2x4 3x4 6-11-4 6-11-4 13-8-12 6-9-7 20-8-0 6-11-4 -1-8-12 1-8-12 5-1-3 5-1-3 10-4-0 5-2-13 15-6-13 5-2-13 20-8-0 5-1-3 22-4-12 1-8-12 0- 4 - 3 5- 6 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-8], [6:0-2-10,0-1-8] 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 0.66 0.40 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.12 0.04 (loc) 8-10 8-10 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 77 lb FT = 0% 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 3-8-11 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=-75(LC 11) Max Uplift 2=-97(LC 10), 6=-97(LC 11) Max Grav 2=981(LC 17), 6=981(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1560/128, 3-4=-1345/127, 4-5=-1345/127, 5-6=-1560/128 BOT CHORD 2-10=-121/1354, 8-10=-14/813, 6-8=-47/1354 WEBS 4-8=-54/536, 5-8=-448/129, 4-10=-54/536, 3-10=-448/128 NOTES-(9) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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, 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. June 8,2021 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 J1090712-1 Truss J4 Truss Type Jack-Open Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803553 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-ETx0qiND?CqQosSEAlRhfC0EEfFBkAAQs5qsIhz8PCE Scale = 1:18.2 1 2 3 4 3x4 4-0-0 4-0-0 -1-6-0 1-6-0 4-0-0 4-0-0 0- 4 - 5 2- 8 - 5 0- 4 - 1 5 2- 3 - 6 2- 8 - 5 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.31 0.17 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-5-8, 4=0-1-8 Max Horz 2=87(LC 10) Max Uplift 3=-42(LC 10), 2=-30(LC 10) Max Grav 3=164(LC 17), 2=430(LC 17), 4=60(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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 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 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 at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 8,2021 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 J1090712-1 Truss J22 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803554 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-ETx0qiND?CqQosSEAlRhfC0GEfH6kAAQs5qsIhz8PCE Scale: 1"=1' 1 2 3 43x4 1-10-15 1-10-15 2-0-0 0-1-1 -1-6-0 1-6-0 1-10-15 1-10-15 2-0-0 0-1-1 0- 4 - 5 1- 5 - 1 1 0- 3 - 8 7.00 12 Plate Offsets (X,Y)-- [2:0-0-5,0-0-0] 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.18 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 8 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8, 3=0-1-8 Max Horz 2=53(LC 10) Max Uplift 2=-36(LC 10), 4=-3(LC 16), 3=-14(LC 10) Max Grav 2=318(LC 17), 4=25(LC 5), 3=49(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=115mph (3-second gust) Vasd=91mph; 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 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 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 at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 8,2021 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 J1090712-1 Truss J42 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803555 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-ifVO21OrmWyHQ00RkSzwCPYPo3cmTdQZ4lZQq7z8PCD Scale: 1"=1' 1 2 3 8 4 3x4 1-10-15 1-10-15 4-0-0 2-1-1 -1-6-0 1-6-0 1-10-15 1-10-15 4-0-0 2-1-1 0- 4 - 5 1- 5 - 1 1 0- 3 - 8 7.00 12 Plate Offsets (X,Y)-- [2:0-4-5,0-0-4] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 25.0 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 0.26 0.08 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 4-7 4-7 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-5-8, 4=0-1-8 Max Horz 2=52(LC 12) Max Uplift 3=-12(LC 12), 2=-32(LC 12) Max Grav 3=62(LC 20), 2=320(LC 19), 4=50(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=115mph (3-second gust) Vasd=91mph; 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; Pr=25.0 psf (roof LL: Lum DOL=1.15 Plate DOL=1.15); 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 12.0 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 at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 24 lb up at 1-10-3 on top chord, and 7 lb down and 1 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 3=-23 8=1 June 8,2021 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 J1090712-1 Truss R1 Truss Type JACK-OPEN Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13803556 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 08:11:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:DZPZZDmYfxtRJmTBfDGhOOyNEbf-Bs3mFNPTXq481AbdHAU9kd5WZTtWC4fjJPJzNaz8PCC Scale = 1:18.1 1 2 8 3 4 3x4 2-8-7 2-8-7 -2-2-4 2-2-4 2-8-7 2-8-7 5-6-6 2-9-15 0- 4 - 5 2- 7 - 1 1 0- 4 - 6 2- 3 - 4 2- 7 - 1 1 4.95 12 Plate Offsets (X,Y)-- [2:0-2-7,0-1-8] 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-MP 0.51 0.43 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.02 0.00 (loc) 4-7 4-7 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 lb FT = 0% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-7-12, 4=0-1-8 Max Horz 2=87(LC 10) Max Uplift 3=-47(LC 10), 2=-65(LC 6), 4=-12(LC 10) Max Grav 3=200(LC 17), 2=444(LC 17), 4=111(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=115mph (3-second gust) Vasd=91mph; 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 19.1 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 at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 8,2021 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