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Roof Truss Engineering - ATri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1093179-1 The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: Soundbuilt NW, LLC Terry Powell July 6,2021 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 I13856882I13856860 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 J1093179-1 Truss A01 Truss Type Common Structural Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856860 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:33:59 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-shIB8xQi5W3TxqH640tc7aLkNEgv1qMrj6pPh1z_oW6 Scale = 1:33.6 1 2 3 4 5 10 8 6 18 17 19 26 27 28 29 9 7 6x8 6x8 1.5x4 4x4 2x4 1.5x4 1.5x4 1.5x4 2x4 1.5x4 1.5x4 1.5x4 2x4 3x8 2x4 4-2-0 4-2-0 7-0-0 2-10-0 9-10-0 2-10-0 14-0-0 4-2-0 -1-6-0 1-6-0 7-0-0 7-0-0 14-0-0 7-0-0 15-6-0 1-6-0 0- 4 - 7 5- 0 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-2-5,Edge], [4:0-2-5,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.91 0.92 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.05 0.01 (loc) 6-25 10-22 23 l/defl >925 >756 n/a L/d 360 240 n/a PLATES MT20 Weight: 74 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x6 DF SS *Except* 3-8: 2x4 HF Stud OTHERS 2x4 HF Stud WEDGE Left: 2x6 SP No.2 , Right: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 17-18, 18-19 REACTIONS.All bearings 4-5-8 except (jt=length) 9=0-3-8, 7=0-3-8. (lb) - Max Horz 2=-82(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 4, 10, 6 except 9=-107(LC 19), 7=-107(LC 20) Max Grav All reactions 250 lb or less at joint(s) 9, 7 except 2=480(LC 19), 4=480(LC 20), 10=392(LC 19), 6=392(LC 20), 2=454(LC 1), 4=454(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-555/60, 3-4=-555/60 BOT CHORD 2-10=0/295, 9-10=0/295, 8-9=0/295, 7-8=0/295, 6-7=0/295, 4-6=0/295 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-0-0, Exterior(2R) 4-0-0 to 10-0-0, Interior(1) 10-0-0 to 12-6-0, Exterior(2E) 12-6-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 10, 6, 2, 4 except (jt=lb) 9=107, 7=107. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss A02 Truss Type Scissor Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856861 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:00 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-LtsaLHRKsqBKZ_sIejOrgnt3He8JmDA_ymZzDUz_oW5 Scale = 1:33.2 1 2 3 4 5 6 7 815 16 4x4 4x4 4x4 5x8 1.5x4 1.5x4 7-0-0 7-0-0 14-0-0 7-0-0 -1-6-0 1-6-0 4-1-0 4-1-0 7-0-0 2-11-0 9-11-0 2-11-0 14-0-0 4-1-0 15-6-0 1-6-0 0- 4 - 7 5- 0 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-0-13], [6:0-2-10,0-0-13] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.26 0.39 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.15 0.09 (loc) 8-14 8-14 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-82(LC 10) Max Uplift 2=-23(LC 12), 6=-23(LC 13) Max Grav 2=744(LC 19), 6=744(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1528/50, 3-4=-1040/0, 4-5=-1040/6, 5-6=-1528/42 BOT CHORD 2-8=-47/1274, 6-8=0/1274 WEBS 4-8=0/833, 5-8=-428/98, 3-8=-428/92 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-10-5, Exterior(2R) 3-10-5 to 10-1-11, Interior(1) 10-1-11 to 12-6-0, Exterior(2E) 12-6-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss B01 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856862 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:01 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-p3PyZdSyd7JBA8RVCRv4C?QA72WCVV37AQIWmwz_oW4 Scale = 1:55.8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 33 34 35 36 4x5 3x4 5x8 3x4 5x6 3x4 3x10 4x4 3x4 7-0-0 7-0-0 12-3-0 5-3-0 13-6-8 1-3-8 18-7-5 5-0-13 24-6-0 5-10-11 -1-6-0 1-6-0 4-1-0 4-1-0 7-0-0 2-11-0 12-3-0 5-3-0 13-6-8 1-3-8 18-7-5 5-0-13 24-6-0 5-10-11 26-0-0 1-6-0 0- 4 - 7 8- 6 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-1-8], [4:0-1-12,0-1-8], [5:0-2-8,Edge], [6:0-1-12,0-2-0], [7:0-1-12,0-1-8], [8:0-2-0,0-1-8], [14:0-3-0,0-2-8], [16:0-2-8,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.51 0.29 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.12 0.05 (loc) 16-29 16-29 14 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 142 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-15,6-14: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-16,15-16. REACTIONS.All bearings 10-11-8 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=133(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 8, 12, 10, 11 Max Grav All reactions 250 lb or less at joint(s) 8, 12, 10, 11, 13, 8 except 2=514(LC 19), 14=1322(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-798/24, 3-4=-549/0, 4-5=-43/363, 6-7=-14/440 BOT CHORD 2-16=-58/649, 15-16=-28/477, 14-15=-376/93 WEBS 4-16=0/453, 4-15=-800/77, 5-15=-566/37, 6-15=-10/841, 6-14=-980/28, 7-14=-265/53 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-3-0, Exterior(2R) 9-3-0 to 15-3-0, Interior(1) 15-3-0 to 23-0-0, Exterior(2E) 23-0-0 to 26-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) 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) 2, 14, 8, 12, 10, 11, 8. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss B02 Truss Type Roof Special Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856863 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:02 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-HGzKmzTaORS2oI?hl8QJlCzL6Sn?E3AHP423IMz_oW3 Scale = 1:56.1 1 2 3 4 5 6 7 8 9 13 12 11 10 20 21 22 23 4x6 3x8 5x8 3x4 5x8 1.5x4 4x5 3x8 3x4 3x4 1.5x4 7-0-0 7-0-0 12-3-0 5-3-0 13-6-8 1-3-8 18-7-5 5-0-13 24-6-0 5-10-11 -1-6-0 1-6-0 4-1-0 4-1-0 7-0-0 2-11-0 12-3-0 5-3-0 13-6-8 1-3-8 18-7-5 5-0-13 24-6-0 5-10-11 26-0-0 1-6-0 0- 4 - 7 8- 6 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-1-8], [4:0-1-8,0-1-12], [6:0-1-12,0-1-8], [7:0-1-12,0-1-8], [8:0-1-14,0-1-8], [11:0-3-0,0-2-8], [12:0-1-10,0-1-8], [13:0-4-0,0-2-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.56 0.64 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.28 0.19 (loc) 13 12-13 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 118 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-12,6-11: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12 REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=133(LC 11) Max Uplift 2=-29(LC 12), 8=-29(LC 13) Max Grav 2=1101(LC 19), 8=1101(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2611/89, 3-4=-2456/60, 4-5=-1064/72, 5-6=-975/93, 6-7=-1107/71, 7-8=-1506/29 BOT CHORD 2-13=-115/2193, 12-13=-47/2159, 11-12=0/875, 10-11=0/1180, 8-10=0/1180 WEBS 4-13=-7/1427, 4-12=-1664/108, 5-12=-58/909, 6-12=-370/135, 7-11=-464/79 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-3-0, Exterior(2R) 9-3-0 to 15-3-0, Interior(1) 15-3-0 to 23-0-0, Exterior(2E) 23-0-0 to 26-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss B03 Truss Type Common Girder Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I13856864 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-W_0kf1aDGCamNgBQnX4Qc5qs24rcr4QcUzj25Lz_oVw Scale = 1:58.7 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 21 22 23 24 25 5x6 5x12 5x8 6x10 MT18HS 3x4 3x6 4x5 3x4 10x10 5x6 5x12 4x4 3x10 THDH210-3 Special MSH29 MSH29 MSH29 4-6-4 4-6-4 8-4-10 3-10-6 12-3-0 3-10-6 15-4-4 3-1-4 19-7-3 4-2-15 24-6-0 4-10-13 -1-6-0 1-6-0 4-6-4 4-6-4 8-4-10 3-10-6 12-3-0 3-10-6 15-4-4 3-1-4 19-7-3 4-2-15 24-6-0 4-10-13 0- 4 - 7 8- 6 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-1-9], [3:0-1-12,0-1-8], [4:0-1-12,0-1-8], [5:0-2-4,0-2-8], [6:0-1-8,0-1-8], [7:0-0-12,0-1-12], [8:0-2-9,0-3-0], [9:0-7-4,0-1-8], [11:0-8-0,0-1-12], [13:0-2-8,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.61 0.60 0.73 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.20 -0.31 0.04 (loc) 9-11 9-11 8 l/defl >999 >940 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 528 lb FT = 20% GRIP 185/148 220/195 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-12,6-11: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=0-5-8, 2=0-5-8 Max Horz 2=128(LC 29) Max Uplift 8=-1859(LC 11), 2=-1028(LC 10) Max Grav 8=11899(LC 18), 2=5353(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8806/1726, 3-4=-8917/1808, 4-5=-9097/1938, 5-6=-9059/1935, 6-7=-13883/2899, 7-8=-17096/3122 BOT CHORD 2-14=-1468/7279, 13-14=-1468/7279, 12-13=-1480/7371, 11-12=-2345/11506, 9-11=-2545/14171, 8-9=-2545/14171 WEBS 3-14=-317/121, 4-13=-586/280, 4-12=-433/448, 5-12=-2096/9763, 6-12=-8597/1847, 6-11=-2131/10025, 7-11=-3770/301, 7-9=-249/3982 NOTES-(16) 1) 3-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: 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-11 2x4 - 2 rows staggered at 0-4-0 oc, member 7-9 2x4 - 1 row at 0-4-0 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=1859, 2=1028. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Use USP THDH210-3 (With 46-16d nails into Girder & 16-16d nails into Truss) or equivalent at 15-4-4 from the left end to connect truss(es) to back face of bottom chord. 13) Use USP MSH29 (With 18-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 17-11-4 from the left end to 21-11-4 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1564 lb down and 67 lb up at 15-11-4, and 1562 lb down and 64 lb up at 23-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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: 1-5=-66, 5-8=-66, 2-8=-14 Continued on page 2 July 6,2021 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 J1093179-1 Truss B03 Truss Type Common Girder Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I13856864 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:11 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-W_0kf1aDGCamNgBQnX4Qc5qs24rcr4QcUzj25Lz_oVw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-7167(B) 21=-1564(B) 22=-1564(B) 23=-1564(B) 24=-1564(B) 25=-1562 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 J1093179-1 Truss B04 Truss Type Common Qty 17 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856865 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-W_0kf1aDGCamNgBQnX4Qc5qts4sqrCTcUzj25Lz_oVw Scale = 1:52.8 1 2 3 4 5 7 6 11 12 13 14 15 3x4 3x6 3x4 4x6 3x4 1.5x4 8-3-10 8-3-10 15-2-0 6-10-6 -1-6-0 1-6-0 6-3-15 6-3-15 12-3-0 5-11-1 15-2-0 2-11-0 0- 4 - 7 8- 6 - 7 6- 7 - 2 8.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-1-8], [4:0-3-0,0-1-12], [7:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.56 0.53 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.20 0.01 (loc) 6-7 7-10 6 l/defl >999 >897 n/a L/d 360 240 n/a PLATES MT20 Weight: 74 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 5-6,3-7: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS. (size)2=0-5-8, 6=Mechanical Max Horz 2=177(LC 11) Max Uplift 2=-24(LC 12), 6=-34(LC 12) Max Grav 2=742(LC 22), 6=707(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-821/50, 3-4=-689/95 BOT CHORD 2-7=-54/674 WEBS 4-7=-56/694, 4-6=-596/38, 3-7=-421/127 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-3-0, Exterior(2R) 9-3-0 to 12-3-0, Exterior(2E) 12-3-0 to 15-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 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, 6. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss B04D Truss Type Common Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856866 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-SN8U4jbUopqUd_Lovy7uhWwA_tVqJ2KuxHC9ADz_oVu Scale = 1:52.8 1 2 3 4 5 8 7 6 12 13 14 15 16 17 18 7x10 MT18HS 3x4 1.5x4 4x6 3x4 5x6 7-7-11 7-7-11 15-2-0 7-6-5 -1-6-0 1-6-0 6-3-15 6-3-15 12-3-0 5-11-1 15-2-0 2-11-0 0- 4 - 7 8- 6 - 7 6- 7 - 2 8.00 12 Plate Offsets (X,Y)-- [2:0-4-13,Edge], [4:0-2-8,0-1-12], [6:0-3-0,0-3-0], [7:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.71 0.75 0.51 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.25 0.06 (loc) 6-7 6-7 6 l/defl >938 >733 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 80 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 3-7,5-6: 2x4 HF Stud WEDGE Left: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-0-3 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS. (size)2=(0-5-8 + bearing block) (req. 0-5-14), 6=Mechanical Max Horz 2=320(LC 41) Max Uplift 2=-3308(LC 42), 6=-1105(LC 43) Max Grav 2=3568(LC 39), 6=1518(LC 58) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5976/5667, 3-4=-3471/3253, 4-5=-1228/1231 BOT CHORD 2-7=-3429/4485, 6-7=-2138/2202 WEBS 3-7=-436/174, 4-7=-144/811, 4-6=-1419/1170 NOTES-(13) 1) 2x4 HF No.2 bearing block 12" long at jt. 2 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HF No.2. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-3-0, Exterior(2R) 9-3-0 to 12-3-0, Exterior(2E) 12-3-0 to 15-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 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) 2=3308, 6=1105. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a total drag load of 350 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 13-2-0 to 15-2-0 for 1327.6 plf. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss B05D Truss Type Common Supported Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856867 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-wZisH3c6Z7yLE8w_Sge7EkSIgHro2W02Axyiigz_oVt Scale = 1:53.5 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 4x4 3x4 3x4 5x10 3x6 15-2-0 15-2-0 -1-6-0 1-6-0 12-3-0 12-3-0 15-2-0 2-11-0 0- 4 - 7 8- 6 - 7 6- 7 - 2 8.00 12 Plate Offsets (X,Y)-- [2:0-1-10,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.91 0.77 0.42 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.07 (loc) 1 1 11 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 90 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 8-13: 2x4 HF No.2 WEDGE Left: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-5-3 oc bracing. WEBS 1 Row at midpt 8-13 REACTIONS.All bearings 15-2-0. (lb) - Max Horz 2=360(LC 36) Max Uplift All uplift 100 lb or less at joint(s) 11, 14, 15, 16, 17, 12 except 2=-3525(LC 34), 13=-1196(LC 41), 18=-118(LC 43) Max Grav All reactions 250 lb or less at joint(s) 11, 14, 15, 16, 17, 18, 12 except 2=3609(LC 41), 13=1273(LC 34) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6322/6258, 3-4=-5324/5196, 4-5=-4495/4451, 5-6=-3669/3631, 6-7=-2856/2827, 7-8=-2001/1978, 8-9=-1156/1162, 9-10=-375/366 BOT CHORD 2-18=-5293/5302, 17-18=-2421/2409, 16-17=-2421/2409, 15-16=-2421/2409, 14-15=-2421/2409, 13-14=-2421/2409, 12-13=-2421/2409, 11-12=-1028/1016 WEBS 8-13=-1247/1216 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -1-6-0 to 1-6-0, Exterior(2N) 1-6-0 to 9-3-0, Corner(3R) 9-3-0 to 12-3-0, Corner(3E) 12-3-0 to 15-0-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 14, 15, 16, 17, 12 except (jt=lb) 2=3525, 13=1196, 18=118. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 339 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 13-2-0 to 15-2-0 for 1285.9 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss C01 Truss Type Common Structural Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856868 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-OmGFVPdkKR4CsIVB0N9Mnx?eihLTn37BObhFE6z_oVs Scale = 1:20.0 1 2 3 4 56 3x4 3x4 1.5x4 4x4 3-3-0 3-3-0 6-6-0 3-3-0 -1-6-0 1-6-0 3-3-0 3-3-0 6-6-0 3-3-0 8-0-0 1-6-0 0- 4 - 7 2- 6 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-0-8,Edge], [4:0-0-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.25 0.10 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 0.00 (loc) 6-12 6-12 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-3-8 Max Horz 2=46(LC 11) Max Uplift 2=-21(LC 12), 4=-21(LC 13) Max Grav 2=515(LC 19), 4=515(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-311/28, 3-4=-311/28 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Exterior(2R) 1-6-0 to 5-0-0, Exterior(2E) 5-0-0 to 8-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss C02 Truss Type Common Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856869 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-typdileM5kC3US4Na4gbJ9Yq_5gOVWTLdFRpnYz_oVr Scale = 1:19.9 1 2 3 45 3x10 3x4 1.5x4 6x8 2-2-8 2-2-8 5-5-8 3-3-0 2-2-8 2-2-8 5-5-8 3-3-0 6-11-8 1-6-0 1- 0 - 1 3 2- 6 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [1:0-2-8,0-0-8], [2:0-1-12,Edge], [3:0-1-15,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.15 0.12 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 5-12 5-12 1 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x8 DF SS 2-8-9 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 3=0-3-8 Max Horz 1=-50(LC 13) Max Uplift 3=-22(LC 13) Max Grav 1=254(LC 19), 3=383(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 2-2-8, Exterior(2R) 2-2-8 to 3-11-8, Exterior(2E) 3-11-8 to 6-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 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) 3. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss D01D Truss Type Common Supported Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856870 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-L8N?w5e_s2Kw5bfZ8oBqsM4vBVzeExpUsvAMJ_z_oVq Scale = 1:72.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 42 43 3x6 5x6 3x6 3x6 3x6 3x6 39-6-0 39-6-0 -2-10-7 2-10-7 19-9-0 19-9-0 39-6-0 19-9-0 42-4-7 2-10-7 0- 3 - 1 5 6- 1 0 - 1 5 0- 3 - 1 5 4.00 12 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [22:0-0-10,Edge], [32:0-2-4,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.57 0.31 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.05 0.01 0.00 (loc) 23 23 22 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 172 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 39-6-0. (lb) - Max Horz 2=74(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24, 22 Max Grav All reactions 250 lb or less at joint(s) 33, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24 except 2=411(LC 19), 22=411(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -2-10-7 to 1-0-15, Exterior(2N) 1-0-15 to 15-9-0, Corner(3R) 15-9-0 to 23-9-0, Exterior(2N) 23-9-0 to 38-5-1, Corner(3E) 38-5-1 to 42-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 34, 35, 36, 37, 38, 39, 40, 41, 31, 30, 29, 28, 27, 26, 25, 24, 22. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 22. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss D02 Truss Type Roof Special Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856871 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:19 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-HXVlKngEOfbeLvpyFDEIxnABFIXLifQnJDfTNtz_oVo Scale = 1:73.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 22 21 20 19 18 17 16 15 28 29 30 31 3x6 5x6 4x8 MT18HS 5x6 4x8 7x8 4x12 3x4 2x4 4x4 3x4 4x4 3x4 4x8 3x4 4x4 5x6 5x6 8x10 MT18HS 2x4 5-11-1 5-11-1 10-6-6 4-7-5 15-1-11 4-7-5 19-9-0 4-7-5 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 39-6-0 8-2-0 -2-10-7 2-10-7 5-11-1 5-11-1 10-6-6 4-7-5 15-1-11 4-7-5 19-9-0 4-7-5 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 34-3-12 2-11-12 39-6-0 5-2-4 42-4-7 2-10-7 0- 3 - 1 5 6- 1 0 - 1 5 0- 3 - 1 5 1- 3 - 7 4.00 12 2.00 12 Plate Offsets (X,Y)-- [2:0-4-6,0-0-1], [8:0-1-12,0-1-8], [9:0-1-4,0-1-8], [10:0-2-4,0-2-0], [13:0-4-4,0-0-8], [15:0-5-0,0-4-12], [17:0-4-0,0-4-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.79 0.80 0.92 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.61 -0.98 0.31 (loc) 15-16 15-16 13 l/defl >776 >481 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 214 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 7-11,11-14: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-17, 10-16 REACTIONS. (size)2=0-5-8, 13=0-5-8 Max Horz 2=74(LC 16) Max Uplift 2=-115(LC 8), 13=-115(LC 9) Max Grav 2=1769(LC 1), 13=1769(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4214/178, 3-5=-3713/218, 5-6=-3121/220, 6-7=-2545/214, 7-8=-2532/216, 8-9=-3018/222, 9-10=-4187/239, 10-12=-7373/302, 12-13=-7576/307 BOT CHORD 2-22=-99/3955, 21-22=-99/3955, 20-21=-104/3478, 18-20=-74/2916, 17-18=-68/2807, 16-17=-116/4011, 15-16=-205/7064, 13-15=-223/7238 WEBS 3-21=-517/43, 5-21=0/313, 5-20=-721/58, 6-20=0/473, 6-18=-1001/76, 7-18=-64/1314, 8-18=-962/75, 8-17=-10/566, 9-17=-1651/63, 9-16=-6/1238, 10-16=-3418/101, 10-15=-14/2347 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-10-7 to 1-3-12, Interior(1) 1-3-12 to 15-9-10, Exterior(2R) 15-9-10 to 23-5-12, Interior(1) 23-5-12 to 38-5-1, Exterior(2E) 38-5-1 to 42-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 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=115, 13=115. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss D03 Truss Type ROOF SPECIAL Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856872 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:20 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-lj38Y6ht9zjVy3O8pwlXU?iMuitWR6OwYtP0wJz_oVn Scale = 1:69.4 1 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 14 27 28 29 30 31 3x6 5x6 4x8 MT18HS 4x10 4x8 7x8 4x12 3x4 2x4 4x4 3x4 4x4 3x4 4x8 3x4 4x4 5x6 5x6 8x10 MT18HS 2x4 5-11-1 5-11-1 10-6-6 4-7-5 15-1-11 4-7-5 19-9-0 4-7-5 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 39-6-0 8-2-0 5-11-1 5-11-1 10-6-6 4-7-5 15-1-11 4-7-5 19-9-0 4-7-5 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 34-3-12 2-11-12 39-6-0 5-2-4 42-4-7 2-10-7 0- 3 - 1 5 6- 1 0 - 1 5 0- 3 - 1 5 1- 3 - 7 4.00 12 2.00 12 Plate Offsets (X,Y)-- [8:0-1-4,0-1-8], [9:0-2-4,0-2-0], [12:0-4-4,0-0-8], [14:0-5-0,0-4-12], [16:0-4-0,0-4-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.80 0.81 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.62 -0.99 0.31 (loc) 14-15 14-15 12 l/defl >768 >477 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 211 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 6-10,10-13: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-16, 9-15 REACTIONS. (size)1=0-5-8, 12=0-5-8 Max Horz 1=-83(LC 17) Max Uplift 1=-53(LC 8), 12=-115(LC 9) Max Grav 1=1573(LC 1), 12=1776(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4363/264, 2-4=-3769/249, 4-5=-3157/240, 5-6=-2567/226, 6-7=-2554/228, 7-8=-3040/234, 8-9=-4213/253, 9-11=-7414/324, 11-12=-7615/328 BOT CHORD 1-21=-183/4108, 20-21=-183/4108, 19-20=-134/3531, 17-19=-93/2950, 16-17=-79/2828, 15-16=-130/4037, 14-15=-227/7103, 12-14=-244/7275 WEBS 2-20=-625/62, 4-20=0/326, 4-19=-744/63, 5-19=0/492, 5-17=-1021/80, 6-17=-71/1328, 7-17=-933/75, 7-16=-10/551, 8-16=-1623/67, 8-15=-9/1243, 9-15=-3434/109, 9-14=-21/2359 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-11-6, Interior(1) 3-11-6 to 15-9-10, Exterior(2R) 15-9-10 to 23-5-12, Interior(1) 23-5-12 to 38-5-1, Exterior(2E) 38-5-1 to 42-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 12 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) 1 except (jt=lb) 12=115. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss D04 Truss Type ROOF SPECIAL Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856873 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:21 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-DvdWlShVwHrMaDyLNeGm0CFWY6CsAZr4nX8aSmz_oVm Scale = 1:67.0 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 26 27 28 29 30 3x6 5x6 4x8 MT18HS 4x10 4x8 7x8 5x12 3x4 2x4 4x4 3x4 4x4 3x4 4x8 3x4 4x4 5x6 5x6 8x10 MT18HS 2x4 5-11-1 5-11-1 10-6-6 4-7-5 15-1-11 4-7-5 19-9-0 4-7-5 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 39-6-0 8-2-0 5-11-1 5-11-1 10-6-6 4-7-5 15-1-11 4-7-5 19-9-0 4-7-5 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 34-3-12 2-11-12 39-6-0 5-2-4 0- 3 - 1 5 6- 1 0 - 1 5 0- 3 - 1 5 1- 3 - 7 4.00 12 2.00 12 Plate Offsets (X,Y)-- [1:0-1-6,0-0-2], [7:0-1-12,0-1-8], [8:0-1-4,0-1-8], [9:0-2-4,0-1-12], [12:0-5-12,0-1-0], [13:0-5-0,0-4-12], [15:0-4-0,0-4-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.80 0.87 0.92 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.63 -1.01 0.32 (loc) 13-14 13-14 12 l/defl >749 >468 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 207 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 6-10,10-12: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-15, 9-14 REACTIONS. (size)1=Mechanical, 12=0-5-8 Max Horz 1=-65(LC 13) Max Uplift 1=-53(LC 8), 12=-53(LC 9) Max Grav 1=1578(LC 1), 12=1578(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4361/275, 2-4=-3768/260, 4-5=-3166/251, 5-6=-2580/238, 6-7=-2568/240, 7-8=-3065/252, 8-9=-4263/293, 9-11=-7571/451, 11-12=-7855/498 BOT CHORD 1-20=-228/4094, 19-20=-228/4094, 18-19=-179/3529, 16-18=-139/2959, 15-16=-131/2851, 14-15=-204/4085, 13-14=-383/7253, 12-13=-450/7518 WEBS 2-19=-613/62, 4-19=0/314, 4-18=-718/62, 5-18=0/478, 5-16=-983/80, 6-16=-79/1336, 7-16=-950/78, 7-15=-14/569, 8-15=-1658/97, 8-14=-36/1273, 9-14=-3547/201, 9-13=-95/2454, 11-13=-261/87 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-12 to 4-0-2, Interior(1) 4-0-2 to 15-9-10, Exterior(2R) 15-9-10 to 23-5-12, Interior(1) 23-5-12 to 35-6-10, Exterior(2E) 35-6-10 to 39-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 12 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) 1, 12. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss D05 Truss Type FLAT GIRDER Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I13856874 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:25 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-6hs1bql?zVLn3qG6bTLiB2QIEjdY6QJfi96nbXz_oVi Scale = 1:71.3 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 122324252627282930313233343536373839 6x8 MT18HS 3x4 3x6 3x4 6x8 MT18HS5x8 5x6 4x10 4x10 2x4 4x10 1.5x4 2x4 3x8 1.5x4 4x10 2x4 4x10 4x10 5x6 3x6 5x8 THD26 THD26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 5-0-9 5-0-9 9-11-6 4-10-13 14-10-3 4-10-13 19-9-0 4-10-13 24-7-13 4-10-13 29-6-10 4-10-13 34-5-7 4-10-13 39-6-0 5-0-9 5-0-9 5-0-9 9-11-6 4-10-13 14-10-3 4-10-13 19-9-0 4-10-13 24-7-13 4-10-13 29-6-10 4-10-13 34-5-7 4-10-13 39-6-0 5-0-9 6- 4 - 2 Plate Offsets (X,Y)-- [2:0-2-4,0-1-8], [4:0-3-0,0-1-12], [9:0-3-8,0-1-12], [10:0-2-4,0-1-8], [13:0-5-0,0-1-12], [15:0-3-7,0-2-8], [16:0-1-8,0-2-0], [19:0-3-7,0-2-8], [21:0-5-0,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.44 0.63 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.44 0.10 (loc) 17-18 17-18 12 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 769 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF No.2 *Except* 1-22,11-12: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)22=Mechanical, 12=0-5-8 Max Horz 22=127(LC 35) Max Uplift 22=-2527(LC 6), 12=-622(LC 7) Max Grav 22=9133(LC 2), 12=7509(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-6306/1244, 4-5=-12344/1316, 5-6=-12344/1316, 6-8=-12173/1103, 8-9=-12173/1103, 9-10=-5730/501 BOT CHORD 21-22=-1300/6306, 20-21=-1291/10035, 18-20=-1291/10035, 17-18=-1306/13062, 16-17=-1306/13062, 14-16=-879/9743, 13-14=-879/9743, 12-13=-508/5730 WEBS 2-22=-9869/1892, 2-21=-1398/7351, 4-21=-5877/13, 4-20=-2/1488, 4-18=-150/3638, 5-18=-319/69, 6-18=-1194/0, 6-17=-56/1679, 6-16=-1400/258, 8-16=-319/68, 9-16=-415/3829, 9-14=-68/1674, 9-13=-6325/584, 10-13=-507/6661, 10-12=-8986/751 NOTES-(16) 1) 3-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: 2x6 - 3 rows staggered at 0-5-0 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=2527, 12=622. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-5-4 from the left end to 3-5-4 to connect truss(es) to back face of bottom chord. 14) Use USP JUS26 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 5-5-4 from the left end to 37-5-4 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 Continued on page 2 July 6,2021 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 J1093179-1 Truss D05 Truss Type FLAT GIRDER Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I13856874 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:25 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-6hs1bql?zVLn3qG6bTLiB2QIEjdY6QJfi96nbXz_oVi LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-11=-66, 12-22=-14 Concentrated Loads (lb) Vert: 14=-582(B) 15=-582(B) 23=-582(B) 24=-582(B) 25=-582(B) 26=-582(B) 27=-582(B) 28=-582(B) 29=-582(B) 30=-582(B) 31=-582(B) 32=-582(B) 33=-582(B) 34=-582(B) 35=-582(B) 36=-582(B) 37=-582(B) 38=-582(B) 39=-582(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 J1093179-1 Truss F01 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856875 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:27 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:H6ek2HJHCaaLHF?EeR0Ub?z_orY-23_n0WmGV7bVI8QUjuNAGTVfaXNLaUTy9TbufPz_oVg Scale = 1:38.5 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 25 26 4x4 4x4 4x4 20-0-0 20-0-0 -2-0-0 2-0-0 10-0-0 10-0-0 20-0-0 10-0-0 22-0-0 2-0-0 0- 4 - 3 5- 4 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-1-8,Edge], [12:0-1-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.38 0.35 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 0.00 0.01 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-9-8 oc bracing: 2-22,12-14. REACTIONS.All bearings 20-0-0. (lb) - Max Horz 2=-59(LC 52) Max Uplift All uplift 100 lb or less at joint(s) 14, 15, 16, 17, 22, 21, 20, 19 except 2=-1210(LC 34), 12=-1219(LC 45) Max Grav All reactions 250 lb or less at joint(s) 18, 14, 15, 16, 22, 21, 20 except 2=1270(LC 55), 12=1270(LC 54), 17=253(LC 20), 19=253(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2645/2608, 3-4=-2089/2088, 4-5=-1565/1587, 5-6=-1043/1088, 6-7=-525/587, 7-8=-525/582, 8-9=-1039/1071, 9-10=-1553/1562, 10-11=-2071/2063, 11-12=-2620/2584 BOT CHORD 2-22=-2298/2357, 12-14=-2300/2348 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -2-0-0 to 1-0-0, Exterior(2N) 1-0-0 to 7-0-0, Corner(3R) 7-0-0 to 13-0-0, Exterior(2N) 13-0-0 to 19-0-0, Corner(3E) 19-0-0 to 22-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 15, 16, 17, 22, 21, 20, 19 except (jt=lb) 2=1210, 12=1219. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 18-0-0 to 20-0-0 for 1150.0 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss F02 Truss Type Common Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856876 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:28 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:H6ek2HJHCaaLHF?EeR0Ub?z_orY-WGY9DsnuGQjMwI?hHcuPoh2qlwjxJsh6O6LRCsz_oVf Scale = 1:38.5 1 2 3 4 5 6 7 10 9 8 17 18 19 20 21 22 3x4 3x4 3x8 4x4 3x4 1.5x4 3x4 1.5x4 5-5-4 5-5-4 10-0-0 4-6-11 14-6-11 4-6-12 20-0-0 5-5-5 -2-0-0 2-0-0 5-5-4 5-5-4 10-0-0 4-6-11 14-6-11 4-6-12 20-0-0 5-5-5 22-0-0 2-0-0 0- 4 - 3 5- 4 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-2-7,0-1-8], [3:0-1-12,0-1-8], [4:0-2-0,0-2-4], [5:0-1-12,0-1-8], [6:0-2-7,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.36 0.33 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.09 0.04 (loc) 9-10 9-10 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-13 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=59(LC 12) Max Uplift 2=-37(LC 12), 6=-37(LC 13) Max Grav 2=984(LC 19), 6=984(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1484/78, 3-4=-981/98, 4-5=-981/98, 5-6=-1484/78 BOT CHORD 2-10=-17/1270, 9-10=-17/1270, 8-9=0/1270, 6-8=0/1270 WEBS 4-9=-10/516, 5-9=-583/61, 3-9=-583/61 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 19-0-0, Exterior(2E) 19-0-0 to 22-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss M01 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856877 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:29 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:H6ek2HJHCaaLHF?EeR0Ub?z_orY-_S6XRBoW1krDXRatqJPeLua_kK7r2OEFcm4?kIz_oVe Scale: 1"=1' 1 2 3 4 3x4 3x4 3x4 2-0-0 2-0-0 0- 4 - 3 1- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-1-4], [4:0-2-0,0-0-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.41 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 -0.01 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=2-0-0, 2=2-0-0 Max Horz 2=33(LC 9) Max Uplift 4=-43(LC 18), 2=-37(LC 12) Max Grav 4=29(LC 5), 2=413(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss M02 Truss Type Monopitch Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856878 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:29 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-_S6XRBoW1krDXRatqJPeLua_WK4H2OEFcm4?kIz_oVe Scale = 1:19.4 1 2 3 4 8 9 10 3x4 3x4 3x4 4-11-8 4-11-8 -2-0-0 2-0-0 4-11-8 4-11-8 0- 4 - 3 2- 9 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-2-7,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.42 0.25 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.06 0.00 (loc) 4-7 4-7 2 l/defl >999 >940 n/a L/d 360 240 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-3-8 Max Horz 2=67(LC 11) Max Uplift 4=-13(LC 12), 2=-30(LC 12) Max Grav 4=254(LC 19), 2=475(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 1-9-12, Exterior(2E) 1-9-12 to 4-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 4, 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss M03 Truss Type Monopitch Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856879 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:30 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-SegweXo8o2z49b83O1wtu67AnkRPnrUPrQqYGkz_oVd Scale = 1:17.7 1 2 3 48 3x4 3x4 3x4 4-3-8 4-3-8 -2-0-0 2-0-0 4-3-8 4-3-8 0- 4 - 3 2- 5 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-0-12,0-0-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.32 0.13 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-3-8 Max Horz 2=59(LC 11) Max Uplift 4=-9(LC 12), 2=-30(LC 12) Max Grav 4=204(LC 19), 2=473(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 4, 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss M04 Truss Type Monopitch Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856880 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:30 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-SegweXo8o2z49b83O1wtu672UkK9nrUPrQqYGkz_oVd Scale = 1:26.5 1 2 3 4 8 9 10 3x4 3x4 4x4 7-5-8 7-5-8 -2-0-0 2-0-0 7-5-8 7-5-8 0- 4 - 3 4- 0 - 1 5 6.00 12 Plate Offsets (X,Y)-- [2:0-1-12,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.85 0.60 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.32 0.01 (loc) 4-7 4-7 2 l/defl >424 >276 n/a L/d 360 240 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-3-8 Max Horz 2=96(LC 11) Max Uplift 4=-24(LC 12), 2=-30(LC 12) Max Grav 4=406(LC 19), 2=524(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-324/73 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 4-3-12, Exterior(2E) 4-3-12 to 7-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 4, 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss M05 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856881 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:31 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-wrDIstpmZL5xnljGykR6QJgMM8ofWIvY44Z6pBz_oVc Scale = 1:26.5 1 2 3 4 5 8 7 6 9 10 11 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 -2-0-0 2-0-0 7-5-8 7-5-8 0- 4 - 3 4- 0 - 1 5 6.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.27 0.07 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 -0.01 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 7-5-8. (lb) - Max Horz 2=96(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 7 except 2=305(LC 19), 8=304(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-255/87 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -2-0-0 to 1-0-0, Exterior(2N) 1-0-0 to 4-3-12, Corner(3E) 4-3-12 to 7-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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 J1093179-1 Truss R01 Truss Type MONO TRUSS Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13856882 8.430 s Jun 2 2021 MiTek Industries, Inc. Tue Jul 6 11:34:32 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-P1ng3DqOKfDoOvISWSzLzXCbdY9zFl_hJkJfLdz_oVb Scale = 1:8.5 1 2 3 4 3x4 1-2-0 1-2-0 -0-6-0 0-6-0 1-2-0 1-2-0 0- 4 - 3 1- 1 - 9 8.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.04 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8 Max Horz 2=23(LC 12) Max Uplift 2=-3(LC 12), 4=-6(LC 9) Max Grav 2=117(LC 19), 4=52(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 6,2021 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