Loading...
Roof Truss Engineering - ATri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1105465 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 November 17,2021 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 I14068344I14068320 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 J1105465 Truss A Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068320 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:30 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-rloCBvlfnreZTAYKwFGB?vFI4ArWsHcMkg??3ayILpx Scale = 1:24.7 1 2 3 4 5 6 10 9 8 11 12 13 14 15 74x4 3x4 1.5x4 3x6 4x4 1.5x4 3x6 1.5x4 3x8 0-0-8 -1-0-0 1-0-0 5-5-8 5-5-8 5-6-0 0-0-8 7-5-8 1-11-8 0- 4 - 3 4- 0 - 1 5 3- 1 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-0-8,0-1-9], [2:0-2-8,Edge], [3:0-5-2,0-1-0], [4:0-5-2,0-1-0], [5:0-3-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.54 0.32 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.03 0.00 (loc) 5 6 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 30 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-6-0. (lb) - Max Horz 2=105(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 7, 10 except 9=-169(LC 33), 8=-209(LC 34) Max Grav All reactions 250 lb or less at joint(s) 7 except 2=389(LC 29), 10=401(LC 37), 9=364(LC 34), 8=556(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-350/45, 5-8=-555/105 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 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) 7, 10 except (jt=lb) 9=169, 8=209. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss A1 Truss Type Monopitch Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068321 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:31 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-JyMaOFmHY9mQ4K6XUznQY6nQIa4TbjmVzKlZb0yILpw Scale = 1:24.3 1 2 3 4 6 5 10 11 12 4x4 1.5x4 1.5x4 0-0-8 5-6-0 5-6-0 -1-0-0 1-0-0 5-5-8 5-5-8 5-6-0 0-0-8 7-5-8 1-11-8 0- 4 - 3 4- 0 - 1 5 3- 1 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-2-6], [6:0-2-0,0-1-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.76 0.79 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.20 0.00 (loc) 6-9 6-9 2 l/defl >490 >325 n/a L/d 360 240 n/a PLATES MT20 Weight: 20 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-12 oc bracing. REACTIONS. (size)2=0-3-8, 6=Mechanical Max Horz 2=105(LC 10) Max Uplift 6=-85(LC 10) Max Grav 2=437(LC 31), 6=638(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-578/98 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss A2 Truss Type MONO TRUSS Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068322 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:32 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-o8wycbnvJSuHiUhj2gIf4KKaBzPMKCAeC_U68SyILpv Scale = 1:18.8 1 2 3 4 9 8 3x6 1.5x4 1.5x4 0-1-85-5-8 5-5-8 -1-0-0 1-0-0 5-4-0 5-4-0 5-5-8 0-1-8 0- 4 - 3 3- 0 - 1 5 2- 9 - 7 0- 3 - 8 3- 0 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-2-9,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.82 0.81 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.21 0.00 (loc) 4-7 4-7 2 l/defl >490 >310 n/a L/d 360 240 n/a PLATES MT20 Weight: 18 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-3-6 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=78(LC 9) Max Uplift 2=-27(LC 10), 4=-29(LC 10) Max Grav 2=450(LC 26), 4=414(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-370/39 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss A3 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068323 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:32 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-o8wycbnvJSuHiUhj2gIf4KKlDzX3KB9eC_U68SyILpv Scale = 1:19.9 1 2 3 4 5 8 7 6 12 13 14 9 10 11 4x4 3x4 3x4 1.5x4 1.5x4 3x6 1.5x4 3x6 3x4 0-1-8 -1-0-0 1-0-0 5-4-0 5-4-0 5-5-8 0-1-8 0- 4 - 3 2- 7 - 4 6.00 12 Plate Offsets (X,Y)-- [2:0-0-8,0-1-9], [2:0-2-8,Edge], [3:0-5-2,0-1-0], [4:0-5-2,0-1-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.11 0.32 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 27 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 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 2=78(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) except 2=388(LC 30), 6=324(LC 38), 7=341(LC 37), 8=411(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-299/15 WEBS 4-7=-276/48, 3-8=-353/54 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 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 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 7, 8. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss B Truss Type MONO TRUSS Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068324 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:33 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-GKUKpxnX4m08KeGvcOpudXtp2Nos3cRoQeEfguyILpu Scale = 1:24.9 1 2 3 4 6 5 12 13 10 11 3x4 1.5x4 3x4 1.5x4 3x4 0-1-83-4-2 3-4-2 7-5-8 4-1-6 -1-0-0 1-0-0 3-4-2 3-4-2 7-4-0 3-11-14 7-5-8 0-1-8 0- 4 - 3 4- 0 - 1 5 3- 9 - 7 0- 3 - 8 4- 0 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.55 0.60 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.08 0.01 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 30 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 5=0-1-8 Max Horz 2=105(LC 9) Max Uplift 2=-32(LC 10), 5=-42(LC 10) Max Grav 2=510(LC 17), 5=470(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-672/25, 4-5=-349/27 BOT CHORD 2-6=-44/582, 5-6=-44/582 WEBS 3-6=0/351, 3-5=-633/74 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss C Truss Type MONO TRUSS Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068325 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:34 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-kX1i1Ho9r48?xnr595L79lPxMn6To6gxfIzDCLyILpt Scale = 1:16.9 1 2 3 4 9 8 4x4 1.5x4 1.5x4 0-1-8 4-11-8 4-11-8 -1-0-0 1-0-0 4-10-0 4-10-0 4-11-8 0-1-8 0- 4 - 3 2- 9 - 1 5 2- 6 - 7 0- 3 - 8 2- 9 - 1 5 6.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.71 0.70 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.15 0.00 (loc) 4-7 4-7 2 l/defl >603 >391 n/a L/d 360 240 n/a PLATES MT20 Weight: 16 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 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=71(LC 9) Max Uplift 2=-26(LC 10), 4=-26(LC 10) Max Grav 2=448(LC 17), 4=403(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-363/35 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss C1 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068326 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:35 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-Cjb4EdpocNGsZxQIjpsMiyyBNBVZXZw5uyjmknyILps Scale = 1:16.9 1 2 3 4 14 15 12 13 4x10 4x4 3x4 1.5x4 7x8 1.5x4 1.5x4 1.5x4 0-1-8 4-11-8 4-11-8 -1-0-0 1-0-0 4-10-0 4-10-0 4-11-8 0-1-8 0- 4 - 3 2- 0 - 1 2 0- 3 - 8 2- 9 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-2-5], [6:2-11-10,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.44 0.52 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.08 0.00 (loc) 4-11 4-11 2 l/defl >986 >669 n/a L/d 360 240 n/a PLATES MT20 Weight: 24 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=72(LC 38) Max Uplift 2=-552(LC 40), 4=-38(LC 40) Max Grav 2=774(LC 29), 4=398(LC 66) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-984/949, 3-4=-369/44 BOT CHORD 2-4=-855/848 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; 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 studs spaced at 1-4-0 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) 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. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=552. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) 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 4-11-8 for 230.0 plf. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format.November 17,2021 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 J1105465 Truss D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068327 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:37 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-86jrfIr28_WZoFagrDuqnN1ZO_Gb?SDOLGCtpgyILpq Scale = 1:22.9 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 21 22 23 24 25 26 27 28 4x4 4x4 4x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 12-0-0 12-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 12-0-0 6-0-0 13-0-0 1-0-0 0- 4 - 3 3- 4 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-3-10,0-1-14], [8:0-3-10,0-1-14] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.28 0.23 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 8 9 10 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 42 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-13 oc bracing. REACTIONS.All bearings 12-0-0. (lb) - Max Horz 2=-40(LC 43) Max Uplift All uplift 100 lb or less at joint(s) 10, 11, 14, 13 except 2=-725(LC 40), 8=-732(LC 43) Max Grav All reactions 250 lb or less at joint(s) except 2=792(LC 53), 8=792(LC 52), 12=371(LC 85), 10=386(LC 87), 11=396(LC 86), 14=386(LC 83), 13=396(LC 84) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1600/1567, 3-4=-1055/1058, 4-5=-536/561, 5-6=-536/556, 6-7=-1046/1041, 7-8=-1584/1554 BOT CHORD 2-14=-1240/1280, 8-10=-1240/1280 WEBS 5-12=-310/0, 7-10=-352/62, 6-11=-364/52, 3-14=-352/62, 4-13=-364/52 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 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) 10, 11, 14, 13 except (jt=lb) 2=725, 8=732. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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, 10-0-0 to 12-0-0 for 690.0 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format.November 17,2021 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 J1105465 Truss E Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068328 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:39 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-4Urb4_sIgcmH2Zk3yewIso6pMomRTJUgpah_tYyILpo Scale = 1:43.9 1 2 3 4 5 6 7 9121110 8 20 21 22 23 24 31 32 33 34 25 26 27 28 29 30 5x8 4x4 4x5 3x4 5x10 1.5x4 5x6 4x4 5x16 2x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x6 3x8 3x8 3x8 3x8 8-5-8 8-5-8 14-0-0 5-6-8 20-0-0 6-0-0 -1-0-0 1-0-0 8-5-8 8-5-8 10-0-0 1-6-8 14-0-0 4-0-0 20-0-0 6-0-0 21-0-0 1-0-0 0- 4 - 3 3- 5 - 4 5- 4 - 3 0- 4 - 3 1- 4 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-0-12,0-1-13], [2:0-2-8,Edge], [3:0-5-2,0-1-0], [4:0-4-0,0-1-12], [5:0-5-12,0-2-8], [6:0-2-9,0-0-13], [9:0-6-8,0-2-13] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 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 0.69 0.91 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.25 0.04 (loc) 6-8 6-8 6 l/defl >832 >545 n/a L/d 360 240 n/a PLATES MT20 Weight: 104 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 5-9: 2x6 DF SS BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud WEDGE Left: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 8-5-8 except (jt=length) 6=0-5-8. (lb) - Max Horz 2=-61(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 6, 12, 11, 10 Max Grav All reactions 250 lb or less at joint(s) except 2=350(LC 32), 9=1218(LC 1), 6=521(LC 36), 12=385(LC 43), 11=317(LC 44), 10=317(LC 45) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-86/441, 4-5=-83/321, 5-6=-808/14, 5-9=-959/72 BOT CHORD 2-12=-254/106, 11-12=-254/106, 10-11=-254/106, 9-10=-254/106, 8-9=0/631, 6-8=0/657 WEBS 5-8=0/664, 3-9=-819/146 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 6, 12, 11, 10. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads.Continued on page 2 November 17,2021 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 J1105465 Truss E Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068328 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:39 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-4Urb4_sIgcmH2Zk3yewIso6pMomRTJUgpah_tYyILpo NOTES-(14) 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. 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 J1105465 Truss E1 Truss Type Scissor Truss Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068329 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:40 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-ZgPzHKtwQvu8fiIFWMSXP0fwLC5SCghq1EQXQ_yILpn Scale = 1:36.3 1 2 3 4 5 6 7 9 8 16 17 18 19 20 21 22 23 24 25 26 3x8 5x6 6x6 3x8 1.5x4 5x6 1.5x4 8-5-8 8-5-8 14-0-0 5-6-8 20-0-0 6-0-0 -1-0-0 1-0-0 5-5-2 5-5-2 10-0-0 4-6-14 15-8-12 5-8-12 20-0-0 4-3-4 21-0-0 1-0-0 0- 4 - 3 5- 4 - 3 0- 4 - 3 1- 4 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-2-9,0-1-8], [4:0-3-0,0-2-4], [6:0-0-10,Edge], [8:0-2-4,0-3-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.93 0.99 0.67 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.48 0.14 (loc) 9-12 9-12 6 l/defl >818 >497 n/a L/d 360 240 n/a PLATES MT20 Weight: 78 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 *Except* 2-9: 2x4 DF No.1&Btr WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-62(LC 11) Max Uplift 2=-60(LC 10), 6=-60(LC 11) Max Grav 2=1069(LC 17), 6=1069(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1723/100, 3-4=-1334/76, 4-5=-2752/75, 5-6=-3282/156 BOT CHORD 2-9=-92/1501, 8-9=-8/1062, 6-8=-102/2967 WEBS 3-9=-565/111, 4-9=-19/338, 4-8=-19/1780, 5-8=-585/152 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss E2 Truss Type SCISSOR TRUSS Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068330 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:41 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-1tyMVguYBD0?HstS43zmyDC5kbRbx7pzGuA5yRyILpm Scale = 1:35.9 1 2 3 4 5 6 8 7 15 16 17 18 19 20 21 22 23 24 25 5x6 4x5 5x6 6x6 1.5x4 5x6 1.5x4 8-5-8 8-5-8 14-0-0 5-6-8 20-0-0 6-0-0 -1-0-0 1-0-0 5-5-2 5-5-2 10-0-0 4-6-14 15-8-12 5-8-12 20-0-0 4-3-4 0- 4 - 3 5- 4 - 3 0- 4 - 3 1- 4 - 1 0 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-4], [4:0-3-0,0-2-4], [6:0-2-7,Edge], [7:0-2-8,0-3-8], [8:0-3-0,0-2-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.96 0.99 0.68 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.31 -0.52 0.14 (loc) 8-14 8-14 6 l/defl >765 >462 n/a L/d 360 240 n/a PLATES MT20 Weight: 74 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 4-6: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 *Except* 2-8: 2x4 DF No.1&Btr WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (size)6=0-5-8, 2=0-5-8 Max Horz 2=68(LC 14) Max Uplift 6=-47(LC 11), 2=-60(LC 10) Max Grav 6=987(LC 18), 2=1071(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1724/100, 3-4=-1337/77, 4-5=-2774/90, 5-6=-3316/172 BOT CHORD 2-8=-98/1500, 7-8=-15/1065, 6-7=-130/3003 WEBS 3-8=-560/112, 4-8=-17/339, 4-7=-35/1803, 5-7=-602/155 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss E3 Truss Type Roof Special Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068331 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:42 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-V3Wki0uByX8sv0SednU?URkGN?nAga47VYveUtyILpl Scale = 1:35.0 1 2 3 4 5 6 9 8 7 16 17 18 19 20 21 22 23 24 25 3x4 5x6 5x8 6x6 3x4 1.5x4 1.5x4 1.5x4 4x6 4-4-8 4-4-8 8-4-0 3-11-8 13-10-8 5-6-8 19-6-0 5-7-8 4-4-8 4-4-8 8-4-0 3-11-8 9-10-8 1-6-8 14-6-9 4-8-1 19-6-0 4-11-7 0- 4 - 1 5 5- 4 - 3 0- 6 - 4 0- 0 - 2 1- 4 - 8 6.00 12 3.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-0], [6:0-1-1,0-1-14], [7:0-2-8,0-3-0], [8:0-5-4,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.90 0.97 0.68 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.41 0.15 (loc) 7-8 7-8 6 l/defl >999 >569 n/a L/d 360 240 n/a PLATES MT20 Weight: 76 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud WEDGE Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (size)1=0-4-0, 6=Mechanical Max Horz 1=58(LC 10) Max Uplift 1=-46(LC 10), 6=-45(LC 11) Max Grav 1=966(LC 16), 6=967(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1748/84, 2-3=-1322/71, 3-4=-1258/105, 4-5=-2677/128, 5-6=-2882/115 BOT CHORD 1-9=-96/1506, 8-9=-96/1506, 7-8=-16/1008, 6-7=-69/2558 WEBS 2-9=0/338, 2-8=-485/76, 3-8=-349/63, 4-8=-61/439, 4-7=-75/1797, 5-7=-388/106 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss E4 Truss Type Common Girder Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I14068332 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:51 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-koZ8b5?qrIHaUPeNfA86MKcqFdsoHbJRZRbcJsyILpc Scale = 1:36.6 1 2 3 4 5 8 7 6 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 6x12 6x12 6x8 4x5 3x8 12x12 4x6 3x10 MSH29 MSH29 MSH29 MSH29 JL210IF-TZ MSH29 MSH29 MSH29 MSH29 5-3-12 5-3-12 9-10-8 4-6-12 14-5-4 4-6-12 19-6-0 5-0-12 5-3-12 5-3-12 9-10-8 4-6-12 14-5-4 4-6-12 19-6-0 5-0-12 0- 4 - 1 5 5- 4 - 3 0- 6 - 7 6.00 12 Plate Offsets (X,Y)-- [1:0-2-12,Edge], [2:0-2-0,0-1-12], [4:0-1-8,0-1-8], [5:Edge,0-3-1], [6:0-5-12,0-1-8], [8:0-6-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 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 0.83 0.94 0.87 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.30 0.07 (loc) 7-8 7-8 5 l/defl >999 >784 n/a L/d 360 240 n/a PLATES MT20 Weight: 214 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud *Except* 3-7: 2x4 HF No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-4-0 (req. 0-4-1), 5=Mechanical Max Horz 1=58(LC 54) Max Uplift 1=-316(LC 10), 5=-383(LC 11) Max Grav 1=7587(LC 3), 5=8199(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-14046/588, 2-3=-9709/428, 3-4=-9702/430, 4-5=-13849/617 BOT CHORD 1-8=-537/12542, 7-8=-537/12542, 6-7=-508/12354, 5-6=-508/12354 WEBS 3-7=-324/8264, 4-7=-4385/280, 4-6=-145/3623, 2-7=-4539/248, 2-8=-115/3783 NOTES-(16) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=316, 5=383. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. Continued on page 2 November 17,2021 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 J1105465 Truss E4 Truss Type Common Girder Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I14068332 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:51 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-koZ8b5?qrIHaUPeNfA86MKcqFdsoHbJRZRbcJsyILpc NOTES-(16) 13) Use MiTek MSH29 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 1-11-4 from the left end to 17-11-4 to connect truss(es) to back face of bottom chord. 14) Use MiTek JL210IF-TZ (With 11-16d HDG nails into Girder & 6-10d x 1-1/2 HDG nails into Truss) or equivalent at 9-11-4 from the left end to connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) 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=-80, 3-5=-80, 1-11=-14 Concentrated Loads (lb) Vert: 7=-1429(B) 23=-1429(B) 25=-1429(B) 26=-1429(B) 28=-1429(B) 29=-1429(B) 30=-1429(B) 31=-1792(B) 33=-1792(B) 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 J1105465 Truss F Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068333 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:53 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-gBhu0n14NvXIjiolnaAaRliHfRj2lh5k1l4jNkyILpa Scale = 1:28.4 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 4x4 4x5 4x5 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 14-0-0 14-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 14-0-0 7-0-0 15-0-0 1-0-0 0- 4 - 3 3- 1 0 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-1-0,Edge], [10:0-1-0,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.32 0.25 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 10 11 12 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 54 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-9-2 oc bracing: 2-18,10-12. REACTIONS.All bearings 14-0-0. (lb) - Max Horz 2=45(LC 41) Max Uplift All uplift 100 lb or less at joint(s) 15, 12, 13, 14, 18, 17, 16 except 2=-843(LC 32), 10=-848(LC 43) Max Grav All reactions 250 lb or less at joint(s) except 2=910(LC 53), 10=910(LC 52), 15=321(LC 92), 12=387(LC 95), 13=391(LC 94), 14=374(LC 93), 18=387(LC 89), 17=391(LC 90), 16=374(LC 91) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1865/1824, 3-4=-1315/1314, 4-5=-790/817, 5-6=-269/317, 6-7=-269/315, 7-8=-787/804, 8-9=-1300/1295, 9-10=-1846/1812 BOT CHORD 2-18=-1450/1494, 10-12=-1450/1494 WEBS 6-15=-273/32, 9-12=-353/67, 8-13=-356/50, 7-14=-332/37, 3-18=-353/67, 4-17=-356/50, 5-16=-332/38 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 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) 15, 12, 13, 14, 18, 17, 16 except (jt=lb) 2=843, 10=848. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 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, 12-0-0 to 14-0-0 for 805.0 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format.November 17,2021 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 J1105465 Truss F1 Truss Type Common Truss Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068334 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:55 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-dZpeRS2KuWn0y0y8u?D2WAnUJFDoDaR1U3ZqSdyILpY Scale = 1:26.0 1 2 3 4 5 12 13 14 15 16 17 3x10 3x10 1.5x4 4x4 7-0-0 7-0-0 14-0-0 7-0-0 7-0-0 7-0-0 14-0-0 7-0-0 15-0-0 1-0-0 0- 4 - 3 3- 1 0 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [1:0-6-12,0-1-8], [3:0-6-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.95 1.00 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.34 0.01 (loc) 5-8 5-8 3 l/defl >785 >498 n/a L/d 360 240 n/a PLATES MT20 Weight: 43 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (size)1=0-5-8, 3=0-5-8 Max Horz 1=-51(LC 15) Max Uplift 1=-33(LC 10), 3=-46(LC 11) Max Grav 1=744(LC 17), 3=828(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-965/43, 2-3=-962/44 BOT CHORD 1-5=0/711, 3-5=0/711 WEBS 2-5=0/448 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 1, 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss F2 Truss Type GIRDER Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I14068335 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:57 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-ZywPs84bQ81kCK6W0QFWbbsvq2zshL8KyN2xWVyILpW Scale = 1:26.3 1 2 3 4 5 6 7 12 11 10 9 8 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 4x10 6x6 4x10 10x10 4x4 5x6 3x4 3x8 4x4 5x6 3x4 3x8 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 2-11-10 2-11-10 4-11-8 1-11-14 7-0-0 2-0-8 9-0-8 2-0-8 11-0-6 1-11-14 14-0-0 2-11-10 2-11-10 2-11-10 4-11-8 1-11-14 7-0-0 2-0-8 9-0-8 2-0-8 11-0-6 1-11-14 14-0-0 2-11-10 0- 4 - 3 3- 1 0 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [1:0-3-13,0-1-13], [2:0-1-8,0-1-8], [3:0-1-0,0-1-12], [5:0-1-0,0-1-12], [6:0-1-8,0-1-8], [7:0-3-13,0-1-13], [8:0-5-4,0-1-8], [9:0-4-8,0-1-12], [10:0-5-0,0-5-12], [11:0-4-8,0-1-12], [12:0-5-4,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 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 0.63 0.70 0.72 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.20 0.04 (loc) 10 10-11 7 l/defl >999 >828 n/a L/d 360 240 n/a PLATES MT20 Weight: 158 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud *Except* 4-10: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 7=0-5-8 Max Horz 1=38(LC 61) Max Uplift 1=-332(LC 10), 7=-327(LC 11) Max Grav 1=6294(LC 3), 7=6201(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11126/587, 2-3=-9759/521, 3-4=-7880/434, 4-5=-7880/435, 5-6=-9750/521, 6-7=-11090/586 BOT CHORD 1-12=-535/9887, 11-12=-535/9887, 10-11=-453/8714, 9-10=-423/8707, 8-9=-496/9853, 7-8=-496/9853 WEBS 4-10=-363/6834, 5-10=-2572/168, 5-9=-129/2572, 6-9=-1390/99, 6-8=-66/1298, 3-10=-2584/168, 3-11=-130/2586, 2-11=-1423/100, 2-12=-67/1324 NOTES-(13) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=332, 7=327. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) Use MiTek MSH29 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 11-11-4 to connect truss(es) to back face of bottom chord. Continued on page 2 November 17,2021 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 J1105465 Truss F2 Truss Type GIRDER Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I14068335 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:11:57 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-ZywPs84bQ81kCK6W0QFWbbsvq2zshL8KyN2xWVyILpW NOTES-(13) 12) Fill all nail holes where hanger is in contact with lumber. 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: 1-4=-80, 4-7=-80, 1-7=-14 Concentrated Loads (lb) Vert: 26=-1794(B) 27=-1794(B) 28=-1794(B) 29=-1794(B) 30=-1794(B) 31=-1794(B) 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 J1105465 Truss G Truss Type GABLE Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068336 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:04 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-sIr2KX9_nHwkYP8swOt9N3f1NtKGqbbMZzEoGbyILpP Scale = 1:65.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 81 82 83 84 85 5x6 5x6 5x6 4x10 3x6 4x10 38-6-0 38-6-0 -1-0-0 1-0-0 19-3-0 19-3-0 38-6-0 19-3-0 0- 4 - 3 9- 1 1 - 1 1 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-0-7,Edge], [9:0-2-14,0-3-4], [17:0-2-14,0-3-4], [24:0-0-7,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 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 0.87 0.78 0.42 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.01 (loc) 1 1 25 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 209 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 13-35,15-32,14-33,11-37,12-36: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-7-13 oc bracing: 2-44 2-7-10 oc bracing: 24-25. WEBS 1 Row at midpt 13-35, 14-33, 12-36 REACTIONS.All bearings 38-6-0. (lb) - Max Horz 2=120(LC 41) Max Uplift All uplift 100 lb or less at joint(s) 35, 26, 27, 28, 29, 30, 31, 32, 33, 43, 42, 41, 40, 39, 38, 37, 36 except 2=-2309(LC 32), 25=-109(LC 42), 44=-103(LC 41), 24=-2283(LC 35) Max Grav All reactions 250 lb or less at joint(s) except 2=2384(LC 49), 35=341(LC 134), 25=400(LC 143), 26=385(LC 142), 27=389(LC 141), 28=388(LC 140), 29=388(LC 139), 30=388(LC 138), 31=387(LC 137), 32=391(LC 136), 33=375(LC 135), 44=388(LC 125), 43=388(LC 126), 42=388(LC 127), 41=388(LC 128), 40=388(LC 129), 39=388(LC 130), 24=2354(LC 50), 38=387(LC 131), 37=391(LC 132), 36=375(LC 133) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5134/5013, 3-4=-4554/4468, 4-5=-4017/3968, 5-6=-3482/3471, 6-7=-2947/2973, 7-8=-2420/2476, 8-10=-1897/1978, 10-11=-1373/1480, 11-12=-853/985, 12-13=-335/479, 13-14=-335/444, 14-15=-853/971, 15-16=-1366/1453, 16-18=-1881/1939, 18-19=-2395/2429, 19-20=-2910/2926, 20-21=-3435/3424, 21-22=-3970/3922, 22-23=-4510/4432, 23-24=-5087/4980 BOT CHORD 2-44=-4426/4529, 24-25=-4435/4529 WEBS 13-35=-258/4, 23-25=-361/112, 22-26=-352/50, 21-27=-350/48, 20-28=-347/47, 19-29=-344/46, 18-30=-335/47, 16-31=-338/45, 15-32=-339/53, 14-33=-311/23, 3-44=-356/109, 4-43=-353/51, 5-42=-350/47, 6-41=-347/47, 7-40=-344/46, 8-39=-341/47, 10-38=-338/46, 11-37=-339/52, 12-36=-311/28 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; 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) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. Continued on page 2 November 17,2021 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 J1105465 Truss G Truss Type GABLE Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068336 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:06 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-ohzplDBEJvASniIF1pvdSUkNtg0kIV5f0HjvLUyILpN NOTES-(15) 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) 35, 26, 27, 28, 29, 30, 31, 32, 33, 43, 42, 41, 40, 39, 38, 37, 36 except (jt=lb) 2=2309, 25=109, 44=103, 24=2283. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) 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, 36-6-0 to 38-6-0 for 2213.7 plf. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. 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 J1105465 Truss G1 Truss Type MOD. QUEEN Qty 7 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068337 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-GtXByZCs4CIJPstRbXRs?iHXk4Mi1sGoFxTTtwyILpM Scale = 1:65.2 1 2 3 4 5 6 7 8 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 27 28 29 30 3x6 4x5 3x6 3x6 3x4 1.5x4 3x4 3x4 3x8 3x4 4x4 3x4 5x6 6-9-5 6-9-5 13-0-2 6-2-14 19-3-0 6-2-14 24-11-0 5-8-0 30-10-8 5-11-8 -1-0-0 1-0-0 6-9-5 6-9-5 13-0-2 6-2-14 19-3-0 6-2-14 24-11-0 5-8-0 30-10-8 5-11-8 30-11-0 0-0-8 0- 4 - 3 9- 1 1 - 1 1 4- 1 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-2-9,0-1-8], [5:0-1-12,0-1-8], [6:0-2-8,0-2-8], [8:0-3-0,0-1-12], [9:Edge,0-1-8], [10:0-1-12,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.92 0.80 0.74 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.27 0.07 (loc) 9-10 13-14 9 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 155 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 6-8: 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr *Except* 9-12: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-11,6-11,7-11: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 7-11 REACTIONS. (size)2=0-5-8, 9=Mechanical Max Horz 2=158(LC 9) Max Uplift 2=-98(LC 10), 9=-50(LC 11) Max Grav 2=1598(LC 3), 9=1528(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2841/158, 3-5=-2156/141, 5-6=-1427/126, 6-7=-1393/142, 7-8=-1315/87, 8-9=-1454/70 BOT CHORD 2-14=-200/2466, 13-14=-200/2466, 11-13=-101/1850, 10-11=-39/1108 WEBS 3-14=0/399, 3-13=-720/113, 5-13=0/555, 5-11=-1013/145, 6-11=-50/801, 7-10=-604/67, 8-10=-25/1305 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss G2 Truss Type SCISSORS Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068338 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-CGfxNFD6bqY1eA0qjyTK47MsHu3fVl65iFyZxpyILpK Scale = 1:71.1 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 3x6 5x6 3x6 4x10 6x6 4x8 3x4 2x4 8x10 MT18HS 5x6 5x6 4x4 3x4 5x8 3x4 4x4 3x4 2x4 4x8 4-9-9 4-9-9 8-11-4 4-1-11 13-2-2 4-2-14 17-5-0 4-2-14 19-3-0 1-10-0 25-0-6 5-9-6 30-9-12 5-9-6 38-6-0 7-8-4 -1-0-0 1-0-0 4-9-9 4-9-9 8-11-4 4-1-11 13-2-2 4-2-14 17-5-0 4-2-14 19-3-0 1-10-0 25-0-6 5-9-6 30-9-12 5-9-6 38-6-0 7-8-4 0- 4 - 3 9- 1 1 - 1 1 0- 4 - 3 2- 1 - 7 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-1-8,0-0-5], [4:0-1-12,0-1-12], [6:0-1-4,0-1-8], [7:0-1-8,0-1-8], [12:0-1-8,0-0-8], [16:0-4-0,0-2-12], [17:0-3-0,0-3-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.98 0.70 0.78 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.43 -0.79 0.34 (loc) 19 18-19 12 l/defl >999 >580 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 226 lb FT = 16% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 10-12: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 4-19,6-17,7-17,7-16,8-16,9-16: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 6-17, 7-16, 9-16 REACTIONS. (size)2=0-5-8, 12=Mechanical Max Horz 2=121(LC 10) Max Uplift 2=-104(LC 10), 12=-90(LC 11) Max Grav 2=1925(LC 2), 12=1806(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6524/381, 3-4=-6171/337, 4-6=-3369/182, 6-7=-2357/152, 7-8=-2119/162, 8-9=-2210/157, 9-11=-2830/153, 11-12=-3481/173 BOT CHORD 2-20=-420/5949, 19-20=-423/5991, 18-19=-328/5648, 17-18=-128/3075, 16-17=-31/2022, 14-16=-9/2450, 13-14=-87/3025, 12-13=-87/3025 WEBS 3-19=-558/91, 4-19=-154/2977, 4-18=-3209/248, 6-18=-70/1555, 6-17=-1723/159, 7-17=-74/669, 7-16=-922/137, 8-16=-114/1608, 9-16=-950/137, 9-14=-10/539, 11-14=-751/120, 11-13=0/435 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 2=104. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads.Continued on page 2 November 17,2021 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 J1105465 Truss G2 Truss Type SCISSORS Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068338 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:09 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-CGfxNFD6bqY1eA0qjyTK47MsHu3fVl65iFyZxpyILpK 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. 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 J1105465 Truss G3 Truss Type SPECIAL TRUSS Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I14068339 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-ZDSqQyHFQMAJkxvoVV3VnA3lOvmyA_XqsWgKd0yILpF Scale = 1:75.8 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 3x6 5x6 3x6 4x8 8x8 6x8 4x4 2x4 6x8 4x6 4x4 4x4 3x4 4x8 4x5 5x6 6x6 6x12 3x4 4x5 3x4 3x6 5x12 Special JUS26 JUS26 JUS26 4-8-6 4-8-6 8-11-4 4-2-14 13-2-2 4-2-14 17-5-0 4-2-14 19-3-0 1-10-0 25-1-8 5-10-8 31-0-0 5-10-8 33-5-8 2-5-8 35-5-0 1-11-8 38-6-0 3-1-0 -1-0-0 1-0-0 4-8-6 4-8-6 8-11-4 4-2-14 13-2-2 4-2-14 17-5-0 4-2-14 19-3-0 1-10-0 25-1-8 5-10-8 31-0-0 5-10-8 33-5-8 2-5-8 35-5-0 1-11-8 38-6-0 3-1-0 0- 4 - 3 9- 1 1 - 1 1 0- 4 - 3 2- 1 - 7 6.00 12 3.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-1-12], [6:0-1-4,0-2-0], [9:0-1-4,0-1-8], [11:0-1-12,0-2-8], [12:0-1-12,0-1-8], [14:0-3-6,0-3-0], [17:0-6-4,0-2-12], [18:0-2-12,0-2-8], [22:0-1-12 ,0-1-12], [23:0-5-8,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 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 0.89 0.76 0.90 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.35 -0.66 0.28 (loc) 22-23 22-23 14 l/defl >999 >701 n/a L/d 360 240 n/a PLATES MT20 Weight: 738 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS *Except* 19-21,14-19: 2x8 DF SS WEBS 2x4 HF Stud *Except* 6-21,7-21,7-20,8-20,9-20,11-17: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 14=0-5-8 Max Horz 2=122(LC 79) Max Uplift 2=-194(LC 10), 14=-551(LC 11) Max Grav 2=3718(LC 2), 14=10967(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-13496/733, 3-4=-13820/722, 4-6=-8166/423, 6-7=-6400/354, 7-8=-6184/366, 8-9=-6312/362, 9-11=-10564/534, 11-12=-20169/1004, 12-13=-21718/1085, 13-14=-20982/1051 BOT CHORD 2-24=-743/12311, 23-24=-746/12394, 22-23=-684/12694, 21-22=-352/7507, 20-21=-214/5645, 18-20=-354/9366, 17-18=-822/18040, 16-17=-917/19425, 15-16=-910/18668, 14-15=-910/18668 WEBS 3-24=-405/61, 3-23=-276/556, 4-23=-318/6251, 4-22=-6442/412, 6-22=-141/2946, 6-21=-3015/225, 7-21=-131/538, 7-20=-631/242, 8-20=-295/5192, 9-20=-5859/382, 9-18=-261/5710, 11-18=-10200/573, 11-17=-434/9320, 12-17=-1952/133, 12-16=-110/1891, 13-16=-34/1061, 13-15=-938/49 NOTES-(17) 1) Add (6) USP "WS45" (or equiv.) wood screws at joint 17. Place screws in 2 staggered rows and space 3" oc using 5/32" dia pre-bored holes. Avoid placing screws at truss plates. 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 11-17 2x4 - 2 rows staggered at 0-4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) 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. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 November 17,2021 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 J1105465 Truss G3 Truss Type SPECIAL TRUSS Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I14068339 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:14 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-ZDSqQyHFQMAJkxvoVV3VnA3lOvmyA_XqsWgKd0yILpF NOTES-(17) 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, with BCDL = 7.0psf. 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=194, 14=551. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) Use MiTek JUS26 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 32-6-12 from the left end to 36-6-12 to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8170 lb down and 397 lb up at 31-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) 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: 1-8=-80, 8-14=-80, 23-25=-14, 21-23=-14, 14-21=-14 Concentrated Loads (lb) Vert: 17=-8132(F) 55=-953(F) 56=-953(F) 57=-953(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1105465 Truss G4 Truss Type Special Truss Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068340 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-VcaareJWyzR1_F3Adw5zsb95ZiSOezB7Jq9RhvyILpD Scale = 1:70.3 1 2 3 4 5 6 7 8 9 10 11 12 13 1422 21 20 19 18 17 16 15 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 3x6 5x6 4x8 4x10 6x6 8x10 MT18HS 8x10 MT18HS 4x10 3x4 2x4 7x10 MT18HS 6x6 5x6 4x4 3x4 5x8 3x4 4x4 3x4 6x6 5-1-11 5-1-11 8-11-4 3-9-9 13-2-2 4-2-14 17-5-0 4-2-14 19-3-0 1-10-0 24-0-8 4-9-8 28-10-0 4-9-8 33-5-4 4-7-4 38-6-0 5-0-12 -1-0-0 1-0-0 5-1-11 5-1-11 8-11-4 3-9-9 13-2-2 4-2-14 17-5-0 4-2-14 19-3-0 1-10-0 24-0-8 4-9-8 28-10-0 4-9-8 33-5-4 4-7-4 38-6-0 5-0-12 39-6-0 1-0-0 0- 4 - 3 9- 1 1 - 1 1 0- 4 - 3 2- 1 - 7 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-1-9,0-0-5], [4:0-1-12,0-2-8], [6:0-1-4,0-1-8], [7:0-1-8,0-1-8], [9:0-1-12,0-1-8], [12:0-1-12,0-2-12], [13:0-1-9,0-0-5], [15:0-5-0,0-4-8], [18:0-4-0,0-2-12], [19:0-3-0,0-3-8], [21:0-5-8,0-3-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.79 0.70 0.63 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.50 -0.90 0.49 (loc) 20-21 20-21 13 l/defl >933 >511 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 234 lb FT = 16% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-20, 6-19, 7-18, 9-18, 12-16 REACTIONS. (size)2=0-5-8, 13=0-5-8 Max Horz 2=-115(LC 11) Max Uplift 2=-104(LC 10), 13=-104(LC 11) Max Grav 2=1938(LC 2), 13=1945(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6587/375, 3-4=-6220/331, 4-6=-3403/180, 6-7=-2386/152, 7-8=-2153/164, 8-9=-2219/159, 9-11=-2735/153, 11-12=-3271/166, 12-13=-6621/272 BOT CHORD 2-22=-406/6007, 21-22=-407/6042, 20-21=-314/5696, 19-20=-120/3108, 18-19=-25/2048, 17-18=-2/2380, 16-17=-31/2877, 15-16=-194/6034, 13-15=-195/6037 WEBS 3-21=-535/90, 4-21=-152/3010, 4-20=-3227/240, 6-20=-66/1564, 6-19=-1737/157, 7-19=-69/667, 7-18=-925/134, 8-18=-121/1672, 9-18=-930/132, 9-17=-30/611, 11-17=-718/106, 11-16=-3/491, 12-16=-3380/174, 12-15=-58/2866 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=104, 13=104. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format.November 17,2021 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 J1105465 Truss G5 Truss Type SPECIAL TRUSS Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068341 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:19 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-wBFjTgLOFupcrinlI2egUEmcVwU5rKwZ?oN5IEyILpA Scale = 1:67.2 1 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 14 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 3x6 5x6 4x8 4x10 6x6 8x10 MT18HS 8x10 MT18HS 4x10 3x4 2x4 7x10 MT18HS 6x6 5x6 4x4 3x4 5x8 3x4 4x4 3x4 6x6 5-1-11 5-1-11 8-11-4 3-9-9 13-2-2 4-2-14 17-5-0 4-2-14 19-3-0 1-10-0 24-0-8 4-9-8 28-10-0 4-9-8 33-5-4 4-7-4 38-6-0 5-0-12 -1-0-0 1-0-0 5-1-11 5-1-11 8-11-4 3-9-9 13-2-2 4-2-14 17-5-0 4-2-14 19-3-0 1-10-0 24-0-8 4-9-8 28-10-0 4-9-8 33-5-4 4-7-4 38-6-0 5-0-12 0- 4 - 3 9- 1 1 - 1 1 0- 4 - 3 2- 1 - 7 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-1-9,0-0-5], [4:0-1-12,0-2-8], [6:0-1-4,0-1-8], [7:0-1-8,0-1-8], [9:0-1-12,0-1-8], [12:0-1-12,0-2-12], [13:0-1-9,0-0-5], [14:0-5-0,0-4-8], [17:0-4-0,0-2-12], [18:0-3-0,0-3-8], [20:0-5-8,0-3-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.81 0.70 0.63 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.50 -0.90 0.50 (loc) 19-20 19-20 13 l/defl >931 >511 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 233 lb FT = 16% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-19, 6-18, 7-17, 9-17, 12-15 REACTIONS. (size)2=0-5-8, 13=0-5-8 Max Horz 2=120(LC 10) Max Uplift 2=-104(LC 10), 13=-91(LC 11) Max Grav 2=1939(LC 2), 13=1876(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6591/381, 3-4=-6224/337, 4-6=-3406/181, 6-7=-2388/152, 7-8=-2155/164, 8-9=-2221/159, 9-11=-2739/154, 11-12=-3277/168, 12-13=-6647/289 BOT CHORD 2-21=-417/6010, 20-21=-418/6045, 19-20=-325/5700, 18-19=-127/3110, 17-18=-31/2050, 16-17=-8/2383, 15-16=-44/2882, 14-15=-222/6059, 13-14=-223/6063 WEBS 3-20=-535/89, 4-20=-157/3012, 4-19=-3229/245, 6-19=-69/1565, 6-18=-1734/159, 7-18=-69/665, 7-17=-923/135, 8-17=-121/1674, 9-17=-932/133, 9-16=-31/613, 11-16=-722/107, 11-15=-4/493, 12-15=-3401/190, 12-14=-72/2884 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (jt=lb) 2=104. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format.November 17,2021 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 J1105465 Truss G6 Truss Type Special Truss Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068342 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:20 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kpA10W_RFeufjcbe00WECxzDE17-ONp5h?M00CxTSsMxsl9v1RJkRKoEajpjES7fqgyILp9 Scale = 1:71.1 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 3x6 5x6 3x10 5x6 4x8 7x10 MT18HS 8x10 MT18HS 4x12 3x4 2x4 4x4 3x4 4x8 3x4 4x4 3x4 6x6 7-4-6 7-4-6 13-10-4 6-5-14 19-3-0 5-4-12 24-0-8 4-9-8 28-10-0 4-9-8 33-5-4 4-7-4 38-6-0 5-0-12 -1-0-0 1-0-0 7-4-6 7-4-6 13-10-4 6-5-14 19-3-0 5-4-12 24-0-8 4-9-8 28-10-0 4-9-8 33-5-4 4-7-4 38-6-0 5-0-12 0- 4 - 3 9- 1 1 - 1 1 0- 4 - 3 1- 1 - 1 3 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-0-1], [5:0-1-12,0-1-8], [7:0-1-12,0-1-8], [8:0-5-0,0-0-12], [10:0-1-12,0-2-12], [11:0-5-0,0-2-0], [12:0-5-0,0-4-12], [13:0-4-0,0-3-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 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 0.99 0.77 0.85 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.33 -0.60 0.24 (loc) 12-13 12-13 11 l/defl >999 >776 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 218 lb FT = 16% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 8-11: 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 3-17,5-15,6-15,7-15,10-12: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-15, 10-13 REACTIONS. (size)2=0-5-8, 11=Mechanical Max Horz 2=120(LC 14) Max Uplift 2=-104(LC 10), 11=-91(LC 11) Max Grav 2=1961(LC 2), 11=1890(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3684/175, 3-5=-2889/151, 5-6=-2260/156, 6-7=-2244/157, 7-9=-2772/155, 9-10=-3307/168, 10-11=-6692/289 BOT CHORD 2-18=-201/3217, 17-18=-201/3217, 15-17=-91/2493, 14-15=-8/2413, 13-14=-44/2910, 12-13=-222/6099, 11-12=-223/6104 WEBS 3-18=0/437, 3-17=-830/126, 5-17=-6/568, 5-15=-976/139, 6-15=-77/1621, 7-15=-947/135, 7-14=-32/631, 9-14=-719/106, 9-13=-4/490, 10-13=-3415/190, 10-12=-72/2899 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 2=104. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format.November 17,2021 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 J1105465 Truss H1 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068343 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:22 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-Kmxs5hNGXpBBiAWKzACN6sO7S7U02m5?imclvZyILp7 Scale = 1:38.7 1 2 3 4 5 6 7 10 9 8 36 37 38 39 40 41 42 43 44 45 46 47 48 4x5 3x6 3x4 4x5 3x4 3x4 4x5 7-3-15 7-3-15 13-10-1 6-6-3 21-2-0 7-3-15 -1-6-0 1-6-0 5-8-6 5-8-6 10-7-0 4-10-10 15-5-10 4-10-10 21-2-0 5-8-6 22-8-0 1-6-0 0- 3 - 1 5 3- 1 0 - 4 0- 3 - 1 5 4.00 12 Plate Offsets (X,Y)-- [4:0-2-0,0-0-8], [4:0-3-0,Edge], [8:0-1-12,0-1-8], [10:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.83 0.81 0.29 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.32 0.05 (loc) 8-10 8-10 6 l/defl >999 >788 n/a L/d 360 240 n/a PLATES MT20 Weight: 95 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud 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. REACTIONS. (size)2=0-3-8, 6=0-3-8 Max Horz 2=-46(LC 15) Max Uplift 2=-102(LC 6), 6=-102(LC 7) Max Grav 2=1165(LC 17), 6=1165(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2521/147, 3-4=-2130/119, 4-5=-2130/119, 5-6=-2521/147 BOT CHORD 2-10=-127/2344, 8-10=-36/1473, 6-8=-87/2344 WEBS 4-8=-34/757, 5-8=-614/109, 4-10=-34/757, 3-10=-614/108 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 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) except (jt=lb) 2=102, 6=102. 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 moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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 J1105465 Truss H2 Truss Type Common Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14068344 8.520 s Aug 27 2021 MiTek Industries, Inc. Wed Nov 17 07:12:23 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:urGetCvyIvMMbAo7qLAIDTyLJpo-oyVEJ1OvI7J2JJ5WXujcf4xICXpFnDL9wQLJR?yILp6 Scale = 1:38.7 1 2 3 4 5 6 7 10 9 8 17 18 19 20 21 22 23 24 25 26 27 28 29 4x5 3x6 3x4 4x5 1.5x4 3x4 1.5x4 4x5 7-3-15 7-3-15 13-10-1 6-6-3 21-2-0 7-3-15 -1-6-0 1-6-0 5-8-6 5-8-6 10-7-0 4-10-10 15-5-10 4-10-10 21-2-0 5-8-6 22-8-0 1-6-0 0- 3 - 1 5 3- 1 0 - 4 0- 3 - 1 5 4.00 12 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [8:0-1-12,0-1-8], [10:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 15.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.83 0.81 0.29 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.32 0.05 (loc) 8-10 8-10 6 l/defl >999 >788 n/a L/d 360 240 n/a PLATES MT20 Weight: 75 lb FT = 16% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 6=0-3-8 Max Horz 2=-46(LC 11) Max Uplift 2=-102(LC 6), 6=-102(LC 7) Max Grav 2=1165(LC 17), 6=1165(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2521/147, 3-4=-2130/119, 4-5=-2130/119, 5-6=-2521/147 BOT CHORD 2-10=-127/2344, 8-10=-36/1473, 6-8=-87/2344 WEBS 4-8=-34/757, 5-8=-614/109, 4-10=-34/757, 3-10=-614/108 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=102, 6=102. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. November 17,2021 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