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Roof Truss Engineering - BTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1127176 The Truss Company (Sumner). August 20, 2024.My license renewal date for the state of Washington is Pages or sheets covered by this seal: Soundbuilt NW, LLC Terry Powell August 11,2023 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 I14848859I14848834 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 J1127176 Truss A1 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848834 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:07 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-Bam2EZHxGS4Dwtvp546rUJNsBoBjaM2q1RGMYEypC5c Scale = 1:28.5 1-3 3-5 2-4 3-6 2-3 3-4 7-8 9-10 11-12 13-14 15-16 17-18 1 2 3 4 5 6 19 20 5x8 4x4 4x4 4x4 4x4 4x6 4x6 5-7-12 5-7-12 11-3-8 5-7-12 -1-6-0 1-6-0 5-7-12 5-7-12 11-3-8 5-7-12 12-9-8 1-6-0 0- 5 - 1 2 4- 2 - 1 5 0- 5 - 1 2 8.00 12 Plate Offsets (X,Y)-- [2:0-2-11,0-2-0], [4:0-2-11,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-P 0.28 0.26 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.05 0.01 (loc) 2-6 2-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF 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=77(LC 9) Max Uplift 2=-46(LC 10), 4=-46(LC 11) Max Grav 2=658(LC 17), 4=658(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-570/23, 3-4=-571/22 BOT CHORD 2-6=0/337, 4-6=0/338 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 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 46 lb uplift at joint 2 and 46 lb uplift at joint 4. 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. August 11,2023 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 J1127176 Truss A2 Truss Type Common Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848835 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:09 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-7zuoeFJBo3Kx9B2CDU8JZkS5Vbox2Ga7VllSd7ypC5a Scale = 1:27.9 1-3 3-4 2-4 3-5 HW2HW1 1 2 3 4 5 12 13 5x6 5x6 1.5x4 4x4 5-7-12 5-7-12 11-3-8 5-7-12 -1-6-0 1-6-0 5-7-12 5-7-12 11-3-8 5-7-12 0- 5 - 1 2 4- 2 - 1 5 0- 5 - 1 2 8.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-1-0], [4:0-0-4,0-1-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.74 0.59 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.11 0.01 (loc) 5-8 5-8 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=0-3-8, 2=0-3-8 Max Horz 2=74(LC 7) Max Uplift 4=-22(LC 11), 2=-44(LC 10) Max Grav 4=551(LC 18), 2=660(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-609/44, 3-4=-614/40 BOT CHORD 2-5=0/367, 4-5=0/367 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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 22 lb uplift at joint 4 and 44 lb uplift at joint 2. 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. August 11,2023 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 J1127176 Truss A3 Truss Type Common Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848836 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:10 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-b9SBsaJqYNSonLdOnCfY6x?L7?CGnjuGkOV09ZypC5Z Scale = 1:27.9 1-3 3-5 2-5 3-6 4-5 1 2 3 4 5 6 14 15 3x8 3x4 4x4 1.5x4 4x4 5-7-12 5-7-12 10-11-8 5-3-12 -1-6-0 1-6-0 5-7-12 5-7-12 10-11-8 5-3-12 0- 5 - 1 2 4- 2 - 1 5 0- 8 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-12], [5:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MP 0.43 0.33 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.05 -0.01 (loc) 6-9 6-13 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud SLIDER Right 2x4 DF Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-3-8 Max Horz 2=78(LC 7) Max Uplift 5=-27(LC 11), 2=-52(LC 10) Max Grav 5=432(LC 1), 2=544(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-503/50, 3-5=-388/49 BOT CHORD 2-6=0/323, 5-6=0/323 NOTES-(9) 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 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 27 lb uplift at joint 5 and 52 lb uplift at joint 2. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. August 11,2023 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 J1127176 Truss B1 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848837 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:11 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-4M?Z3wKSJhafPVCaKvAnf9YaCPdUWBVQy2EZh?ypC5Y Scale = 1:29.5 1-7 7-13 2-12 7-18 11-14 10-15 9-16 8-17 3-22 4-21 5-20 6-19 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 4x4 3x4 3x4 13-0-0 13-0-0 -1-6-0 1-6-0 6-6-0 6-6-0 13-0-0 6-6-0 14-6-0 1-6-0 0- 4 - 7 4- 8 - 7 0- 4 - 7 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-P 0.15 0.01 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.00 0.00 (loc) 13 13 12 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 DF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 13-0-0. (lb) - Max Horz 2=90(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 14, 15, 16, 17, 22, 21, 20, 19 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 18, 14, 15, 16, 17, 22, 21, 20, 19 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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 1-4-0 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, 12, 14, 15, 16, 17, 22, 21, 20, 19. 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. August 11,2023 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 J1127176 Truss B2 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848838 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:13 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-0k7JUcMirIqMeoMzSKCFkadjQC5k_4LjQMjgmuypC5W Scale = 1:30.8 1-3 3-4 2-4 3-5 HW2HW1 1 2 3 4 5 12 13 5x6 5x6 1.5x4 4x4 6-6-0 6-6-0 13-0-0 6-6-0 -1-6-0 1-6-0 6-6-0 6-6-0 13-0-0 6-6-0 0- 4 - 7 4- 8 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-0-13,Edge], [4:0-0-13,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 1.00 0.86 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.20 0.01 (loc) 5-8 5-8 4 l/defl >999 >768 n/a L/d 360 240 n/a PLATES MT20 Weight: 43 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=0-5-8, 2=0-5-8 Max Horz 2=84(LC 7) Max Uplift 4=-26(LC 11), 2=-48(LC 10) Max Grav 4=606(LC 18), 2=714(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-698/50, 3-4=-702/46 BOT CHORD 2-5=0/436, 4-5=0/436 WEBS 3-5=0/271 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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) 4, 2. 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. August 11,2023 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 J1127176 Truss C1 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848839 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:14 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-UxhhiyMKccyDGyx902kUGn9?vcakjOMse0TDIKypC5V Scale = 1:61.4 1-4 4-7 2-11 4-9 6-9 6-83-93-13 7-11 5-17 3-4 2-3 4-5 4-18 19-20 21-2223-24 16-25 15-26 14-27 3-12 28-29 11-28 30-31 10-30 32-33 1 2 3 4 5 6 7 16 15 14 13 12 11 10 9 8 34 35 7x8 3x8 4x4 4x4 4x4 4x4 4x4 4x4 3x8 3x4 5x12 4x4 4x4 4x4 3x8 5x6 6-2-7 6-2-7 11-4-4 5-1-13 11-5-8 0-1-4 17-9-9 6-4-1 24-0-0 6-2-7 -1-6-0 1-6-0 6-2-7 6-2-7 12-0-0 5-9-9 17-9-9 5-9-9 24-0-0 6-2-7 0- 4 - 7 8- 4 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-0-12,0-1-13], [3:0-4-12,0-2-0], [4:0-5-4,0-2-8], [4:0-2-0,0-1-8], [5:0-2-4,0-1-8], [6:0-1-12,0-1-8], [7:0-0-11,Edge], [11:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.57 0.30 0.67 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.08 0.01 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 188 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 6-8,3-9,3-13: 2x4 DF Stud OTHERS 2x4 DF 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: 8-9,7-8. REACTIONS.All bearings 11-5-8 except (jt=length) 7=0-5-8. (lb) - Max Horz 2=142(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 9, 16, 15 except 13=-118(LC 10) Max Grav All reactions 250 lb or less at joint(s) 16, 15, 14, 12, 10 except 7=456(LC 18), 2=304(LC 17), 9=1006(LC 18), 9=943(LC 1), 13=353(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-95/260, 4-6=-51/273, 6-7=-568/55 BOT CHORD 8-9=0/385, 7-8=0/385 WEBS 4-9=-544/5, 6-9=-576/123, 3-13=-379/105 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 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) 7, 2, 9, 16, 15 except (jt=lb) 13=118. 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. August 11,2023 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 J1127176 Truss CJ01 Truss Type Jack-Open Structural Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848840 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:16 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-QJpS6eOa8DCxVG5Y7TmyMCFL1QJDBSO96KyKNDypC5T Scale = 1:12.6 1-3 3-4 2-4 1 2 3 4 3x4 3x4 4x4 2-4-3 2-4-3 -2-1-7 2-1-7 2-4-3 2-4-3 0- 4 - 7 1- 5 - 1 2 5.66 12 Plate Offsets (X,Y)-- [2:0-0-9,0-0-5] 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 0.46 0.10 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-7-6 Max Horz 2=42(LC 9) Max Uplift 4=-34(LC 16), 2=-50(LC 10) Max Grav 4=39(LC 5), 2=443(LC 17) 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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 18.3 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 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) 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) 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. August 11,2023 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 J1127176 Truss CJ02 Truss Type Jack-Open Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848841 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:17 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-uWNqK_PDvXLo7QgkhAHBuQnSQqY3wueIL_huvfypC5S Scale = 1:21.8 1-4 2-5 HW1 1 2 4 9 10 3 5 4x6 Special 2-2-15 2-2-8 -2-3-5 2-3-5 2-2-15 2-2-15 6-6-12 4-3-13 0- 5 - 1 3 3- 4 - 6 0- 4 - 1 3 2- 9 - 6 3- 4 - 6 5.27 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.74 0.51 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.02 0.01 (loc) 5-8 5-8 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-4-7, 5=Mechanical, 3=0-2-4 Max Horz 2=97(LC 10) Max Uplift 2=-37(LC 10), 5=-22(LC 16), 3=-58(LC 10) Max Grav 2=402(LC 17), 5=137(LC 17), 3=291(LC 17) 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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 18.7 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 at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 11 lb up at 4-11-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 5-6=-14 Concentrated Loads (lb) Vert: 10=-3(F) August 11,2023 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 J1127176 Truss D1 Truss Type ROOF TRUSS Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I14848842 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:20 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-J52yy?R5CRjN_tOJMIquW2P?D1WM74sl1ywYW_ypC5P Scale = 1:73.8 1-5 5-9 1-13 5-14 6-14 6-12 7-12 7-11 8-11 8-10 4-144-15 3-153-16 2-162-17 9-131 2 3 4 5 6 7 8 9 17 16 15 14 1312 11 10 22 23 24 25 26 27 28 29 30 31 32 33 34 35 6x18 6x8 MT18HS 6x18 8x8 10x16 4x6 4x12 4x6 5x12 3x4 3x10 4x6 4x12 4x6 5x12 3x4 3x10 Special Special Special Special Special Special Special Special Special Special Special Special Special Special 4-2-15 4-2-15 7-9-15 3-7-0 11-4-15 3-7-0 15-0-0 3-7-1 18-7-0 3-7-1 22-2-1 3-7-1 25-9-2 3-7-1 30-0-0 4-2-15 4-2-15 4-2-15 7-9-15 3-7-0 11-4-15 3-7-0 15-0-0 3-7-1 18-7-0 3-7-1 22-2-1 3-7-1 25-9-2 3-7-1 30-0-0 4-2-15 0- 4 - 7 10 - 4 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [1:0-3-5,Edge], [2:0-1-0,0-1-8], [3:0-1-12,0-2-0], [4:0-1-12,0-2-0], [6:0-1-12,0-2-0], [7:0-1-12,0-2-0], [8:0-1-0,0-1-8], [9:0-3-5,Edge], [10:0-8-0,0-1-8], [11:0-9-0,0-2-8], [12:0-8-8,0-1-8], [14:0-9-8 ,0-5-0], [15:0-8-8,0-1-8], [16:0-9-0,0-2-8], [17:0-8-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.58 0.73 0.74 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.36 0.08 (loc) 12 12 9 l/defl >999 >972 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 822 lb FT = 20% GRIP 220/195 220/195 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x12 DF SS WEBS 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 9=0-5-10 Max Horz 1=166(LC 27) Max Grav 1=11305(LC 2), 9=15898(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-18790/0, 2-3=-18909/0, 3-4=-17242/0, 4-5=-14802/0, 5-6=-14804/0, 6-7=-17874/0, 7-8=-21782/0, 8-9=-24594/0 BOT CHORD 1-17=0/15574, 16-17=0/15574, 15-16=0/15717, 14-15=0/14278, 12-14=0/14807, 11-12=0/18113, 10-11=0/20413, 9-10=0/20413 WEBS 5-14=0/16035, 6-14=-5759/0, 6-12=0/6702, 7-12=-5634/0, 7-11=0/6480, 8-11=-2825/0, 8-10=0/3103, 4-14=-4785/0, 4-15=0/5457, 3-15=-2725/0, 3-16=0/2954, 2-16=-40/449, 2-17=-485/0 NOTES-(13) 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: 2x12 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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) 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. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 570 lb down at 2-0-12, 570 lb down at 4-0-12, 570 lb down at 6-0-12, 570 lb down at 8-0-12, 570 lb down at 10-0-12, 2101 lb down at 12-8-4, 2101 lb down at 14-8-4, 2101 lb down at 16-8-4, 2101 lb down at 18-8-4, 2101 lb down at 20-8-4, 2101 lb down at 22-8-4, 2101 lb down at 24-8-4, and 2101 lb down at 26-8-4, and 2101 lb down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Attic room checked for L/360 deflection. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-9=-66, 1-9=-14 Continued on page 2 August 11,2023 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 J1127176 Truss D1 Truss Type ROOF TRUSS Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I14848842 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:20 2023 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-J52yy?R5CRjN_tOJMIquW2P?D1WM74sl1ywYW_ypC5P LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=-1898(B) 16=-570(B) 17=-570(B) 24=-570(B) 25=-570(B) 26=-570(B) 27=-3900 28=-1898(B) 29=-1898(B) 30=-1898(B) 31=-1898(B) 32=-1898(B) 33=-1898(B) 34=-1898(B) 35=-1898(B) 2) Dead + 0.75 Snow (balanced) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-53, 5-9=-53, 1-9=-14 Concentrated Loads (lb) Vert: 12=-2101(B) 16=-479(B) 17=-479(B) 24=-479(B) 25=-479(B) 26=-479(B) 27=-3900 28=-2101(B) 29=-2101(B) 30=-2101(B) 31=-2101(B) 32=-2101(B) 33=-2101(B) 34=-2101(B) 35=-2101(B) 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-22=-53, 5-22=-87, 5-9=-27, 1-9=-14 Concentrated Loads (lb) Vert: 12=-2101(B) 16=-479(B) 17=-479(B) 24=-479(B) 25=-479(B) 26=-479(B) 27=-3900 28=-2101(B) 29=-2101(B) 30=-2101(B) 31=-2101(B) 32=-2101(B) 33=-2101(B) 34=-2101(B) 35=-2101(B) 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-27, 5-23=-87, 9-23=-53, 1-9=-14 Concentrated Loads (lb) Vert: 12=-2101(B) 16=-479(B) 17=-479(B) 24=-479(B) 25=-479(B) 26=-479(B) 27=-3900 28=-2101(B) 29=-2101(B) 30=-2101(B) 31=-2101(B) 32=-2101(B) 33=-2101(B) 34=-2101(B) 35=-2101(B) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-16, 5-9=-16, 1-19=-34, 19-21=-34, 9-21=-34 Concentrated Loads (lb) Vert: 12=-1114(B) 16=-355(B) 17=-355(B) 24=-355(B) 25=-355(B) 26=-355(B) 27=-3900 28=-1114(B) 29=-1114(B) 30=-1114(B) 31=-1114(B) 32=-1114(B) 33=-1114(B) 34=-1114(B) 35=-1114(B) 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-11, 5-9=5, 1-9=-8 Horz: 1-5=2, 5-9=15 Concentrated Loads (lb) Vert: 12=-463(B) 16=-124(B) 17=-124(B) 24=-124(B) 25=-124(B) 26=-124(B) 27=-3900 28=-463(B) 29=-463(B) 30=-463(B) 31=-463(B) 32=-463(B) 33=-463(B) 34=-463(B) 35=-463(B) 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=5, 5-9=-11, 1-9=-8 Horz: 1-5=-15, 5-9=-2 Concentrated Loads (lb) Vert: 12=-463(B) 16=-124(B) 17=-124(B) 24=-124(B) 25=-124(B) 26=-124(B) 27=-3900 28=-463(B) 29=-463(B) 30=-463(B) 31=-463(B) 32=-463(B) 33=-463(B) 34=-463(B) 35=-463(B) 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-25, 5-9=-9, 1-9=-14 Horz: 1-5=9, 5-9=7 Concentrated Loads (lb) Vert: 12=-457(B) 16=-118(B) 17=-118(B) 24=-118(B) 25=-118(B) 26=-118(B) 27=-3900 28=-457(B) 29=-457(B) 30=-457(B) 31=-457(B) 32=-457(B) 33=-457(B) 34=-457(B) 35=-457(B) 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-9, 5-9=-25, 1-9=-14 Horz: 1-5=-7, 5-9=-9 Concentrated Loads (lb) Vert: 12=-457(B) 16=-118(B) 17=-118(B) 24=-118(B) 25=-118(B) 26=-118(B) 27=-3900 28=-457(B) 29=-457(B) 30=-457(B) 31=-457(B) 32=-457(B) 33=-457(B) 34=-457(B) 35=-457(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=17, 5-9=5, 1-9=-8 Horz: 1-5=-26, 5-9=15 Concentrated Loads (lb) Vert: 12=-463(B) 16=-124(B) 17=-124(B) 24=-124(B) 25=-124(B) 26=-124(B) 27=-3900 28=-463(B) 29=-463(B) 30=-463(B) 31=-463(B) 32=-463(B) 33=-463(B) 34=-463(B) 35=-463(B) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=5, 5-9=17, 1-9=-8 Horz: 1-5=-15, 5-9=26 Concentrated Loads (lb) Vert: 12=-463(B) 16=-124(B) 17=-124(B) 24=-124(B) 25=-124(B) 26=-124(B) 27=-3900 28=-463(B) 29=-463(B) 30=-463(B) 31=-463(B) 32=-463(B) 33=-463(B) 34=-463(B) 35=-463(B) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=17, 5-9=5, 1-9=-8 Horz: 1-5=-26, 5-9=15 Concentrated Loads (lb) Vert: 12=-463(B) 16=-124(B) 17=-124(B) 24=-124(B) 25=-124(B) 26=-124(B) 27=-3900 28=-463(B) 29=-463(B) 30=-463(B) 31=-463(B) 32=-463(B) 33=-463(B) 34=-463(B) 35=-463(B) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=5, 5-9=17, 1-9=-8 Horz: 1-5=-15, 5-9=26 Concentrated Loads (lb) Vert: 12=-463(B) 16=-124(B) 17=-124(B) 24=-124(B) 25=-124(B) 26=-124(B) 27=-3900 28=-463(B) 29=-463(B) 30=-463(B) 31=-463(B) 32=-463(B) 33=-463(B) 34=-463(B) 35=-463(B) 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=3, 5-9=-9, 1-9=-14 Horz: 1-5=-19, 5-9=7 Concentrated Loads (lb) Vert: 12=-457(B) 16=-118(B) 17=-118(B) 24=-118(B) 25=-118(B) 26=-118(B) 27=-3900 28=-457(B) 29=-457(B) 30=-457(B) 31=-457(B) 32=-457(B) 33=-457(B) 34=-457(B) 35=-457(B) 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-9, 5-9=3, 1-9=-14 Horz: 1-5=-7, 5-9=19 Concentrated Loads (lb) Vert: 12=-457(B) 16=-118(B) 17=-118(B) 24=-118(B) 25=-118(B) 26=-118(B) 27=-3900 28=-457(B) 29=-457(B) 30=-457(B) 31=-457(B) 32=-457(B) 33=-457(B) 34=-457(B) 35=-457(B) 16) Dead + Attic Floor: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Continued on page 3 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 J1127176 Truss D1 Truss Type ROOF TRUSS Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I14848842 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:20 2023 Page 3 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-J52yy?R5CRjN_tOJMIquW2P?D1WM74sl1ywYW_ypC5P LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-16, 5-9=-16, 1-9=-14 Concentrated Loads (lb) Vert: 12=-1470(B) 16=-206(B) 17=-206(B) 24=-206(B) 25=-206(B) 26=-206(B) 27=-3900 28=-1470(B) 29=-1470(B) 30=-1470(B) 31=-1470(B) 32=-1470(B) 33=-1470(B) 34=-1470(B) 35=-1470(B) 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-22=-66, 5-22=-110, 5-9=-31, 1-9=-14 Concentrated Loads (lb) Vert: 12=-1898(B) 16=-570(B) 17=-570(B) 24=-570(B) 25=-570(B) 26=-570(B) 27=-3900 28=-1898(B) 29=-1898(B) 30=-1898(B) 31=-1898(B) 32=-1898(B) 33=-1898(B) 34=-1898(B) 35=-1898(B) 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-31, 5-23=-110, 9-23=-66, 1-9=-14 Concentrated Loads (lb) Vert: 12=-1898(B) 16=-570(B) 17=-570(B) 24=-570(B) 25=-570(B) 26=-570(B) 27=-3900 28=-1898(B) 29=-1898(B) 30=-1898(B) 31=-1898(B) 32=-1898(B) 33=-1898(B) 34=-1898(B) 35=-1898(B) 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-5=-16, 5-9=-16, 1-9=-14 Concentrated Loads (lb) Vert: 12=-1470(B) 16=-206(B) 17=-206(B) 24=-206(B) 25=-206(B) 26=-206(B) 27=-3900 28=-1470(B) 29=-1470(B) 30=-1470(B) 31=-1470(B) 32=-1470(B) 33=-1470(B) 34=-1470(B) 35=-1470(B) 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-61, 5-9=-48, 1-9=-14 Horz: 1-5=7, 5-9=6 Concentrated Loads (lb) Vert: 12=-457(B) 16=-118(B) 17=-118(B) 24=-118(B) 25=-118(B) 26=-118(B) 27=-3900 28=-457(B) 29=-457(B) 30=-457(B) 31=-457(B) 32=-457(B) 33=-457(B) 34=-457(B) 35=-457(B) 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-48, 5-9=-61, 1-9=-14 Horz: 1-5=-6, 5-9=-7 Concentrated Loads (lb) Vert: 12=-457(B) 16=-118(B) 17=-118(B) 24=-118(B) 25=-118(B) 26=-118(B) 27=-3900 28=-457(B) 29=-457(B) 30=-457(B) 31=-457(B) 32=-457(B) 33=-457(B) 34=-457(B) 35=-457(B) 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-39, 5-9=-48, 1-9=-14 Horz: 1-5=-14, 5-9=6 Concentrated Loads (lb) Vert: 12=-457(B) 16=-118(B) 17=-118(B) 24=-118(B) 25=-118(B) 26=-118(B) 27=-3900 28=-457(B) 29=-457(B) 30=-457(B) 31=-457(B) 32=-457(B) 33=-457(B) 34=-457(B) 35=-457(B) 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-48, 5-9=-39, 1-9=-14 Horz: 1-5=-6, 5-9=14 Concentrated Loads (lb) Vert: 12=-457(B) 16=-118(B) 17=-118(B) 24=-118(B) 25=-118(B) 26=-118(B) 27=-3900 28=-457(B) 29=-457(B) 30=-457(B) 31=-457(B) 32=-457(B) 33=-457(B) 34=-457(B) 35=-457(B) 24) Dead + 0.6 MWFRS Wind Min. Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-14, 5-9=-10, 1-9=-8 Horz: 1-5=5 Concentrated Loads (lb) Vert: 12=-463(B) 16=-124(B) 17=-124(B) 24=-124(B) 25=-124(B) 26=-124(B) 27=-3900 28=-463(B) 29=-463(B) 30=-463(B) 31=-463(B) 32=-463(B) 33=-463(B) 34=-463(B) 35=-463(B) 25) Dead + 0.6 MWFRS Wind Min. Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-10, 5-9=-14, 1-9=-8 Horz: 5-9=-5 Concentrated Loads (lb) Vert: 12=-463(B) 16=-124(B) 17=-124(B) 24=-124(B) 25=-124(B) 26=-124(B) 27=-3900 28=-463(B) 29=-463(B) 30=-463(B) 31=-463(B) 32=-463(B) 33=-463(B) 34=-463(B) 35=-463(B) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-11, 5-9=5, 1-9=-8 Horz: 1-5=2, 5-9=15 Concentrated Loads (lb) Vert: 12=-992(B) 16=-275(B) 17=-275(B) 24=-275(B) 25=-275(B) 26=-275(B) 27=-3900 28=-992(B) 29=-992(B) 30=-992(B) 31=-992(B) 32=-992(B) 33=-992(B) 34=-992(B) 35=-992(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=5, 5-9=-11, 1-9=-8 Horz: 1-5=-15, 5-9=-2 Concentrated Loads (lb) Vert: 12=-992(B) 16=-275(B) 17=-275(B) 24=-275(B) 25=-275(B) 26=-275(B) 27=-3900 28=-992(B) 29=-992(B) 30=-992(B) 31=-992(B) 32=-992(B) 33=-992(B) 34=-992(B) 35=-992(B) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-25, 5-9=-9, 1-9=-14 Horz: 1-5=9, 5-9=7 Concentrated Loads (lb) Vert: 12=-986(B) 16=-269(B) 17=-269(B) 24=-269(B) 25=-269(B) 26=-269(B) 27=-3900 28=-986(B) 29=-986(B) 30=-986(B) 31=-986(B) 32=-986(B) 33=-986(B) 34=-986(B) 35=-986(B) 29) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-9, 5-9=-25, 1-9=-14 Horz: 1-5=-7, 5-9=-9 Concentrated Loads (lb) Vert: 12=-986(B) 16=-269(B) 17=-269(B) 24=-269(B) 25=-269(B) 26=-269(B) 27=-3900 28=-986(B) 29=-986(B) 30=-986(B) 31=-986(B) 32=-986(B) 33=-986(B) 34=-986(B) 35=-986(B) 30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=17, 5-9=5, 1-9=-8 Horz: 1-5=-26, 5-9=15 Continued on page 4 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 J1127176 Truss D1 Truss Type ROOF TRUSS Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I14848842 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:20 2023 Page 4 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-J52yy?R5CRjN_tOJMIquW2P?D1WM74sl1ywYW_ypC5P LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=-992(B) 16=-275(B) 17=-275(B) 24=-275(B) 25=-275(B) 26=-275(B) 27=-3900 28=-992(B) 29=-992(B) 30=-992(B) 31=-992(B) 32=-992(B) 33=-992(B) 34=-992(B) 35=-992(B) 31) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=5, 5-9=17, 1-9=-8 Horz: 1-5=-15, 5-9=26 Concentrated Loads (lb) Vert: 12=-992(B) 16=-275(B) 17=-275(B) 24=-275(B) 25=-275(B) 26=-275(B) 27=-3900 28=-992(B) 29=-992(B) 30=-992(B) 31=-992(B) 32=-992(B) 33=-992(B) 34=-992(B) 35=-992(B) 32) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=17, 5-9=5, 1-9=-8 Horz: 1-5=-26, 5-9=15 Concentrated Loads (lb) Vert: 12=-992(B) 16=-275(B) 17=-275(B) 24=-275(B) 25=-275(B) 26=-275(B) 27=-3900 28=-992(B) 29=-992(B) 30=-992(B) 31=-992(B) 32=-992(B) 33=-992(B) 34=-992(B) 35=-992(B) 33) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=5, 5-9=17, 1-9=-8 Horz: 1-5=-15, 5-9=26 Concentrated Loads (lb) Vert: 12=-992(B) 16=-275(B) 17=-275(B) 24=-275(B) 25=-275(B) 26=-275(B) 27=-3900 28=-992(B) 29=-992(B) 30=-992(B) 31=-992(B) 32=-992(B) 33=-992(B) 34=-992(B) 35=-992(B) 34) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=3, 5-9=-9, 1-9=-14 Horz: 1-5=-19, 5-9=7 Concentrated Loads (lb) Vert: 12=-986(B) 16=-269(B) 17=-269(B) 24=-269(B) 25=-269(B) 26=-269(B) 27=-3900 28=-986(B) 29=-986(B) 30=-986(B) 31=-986(B) 32=-986(B) 33=-986(B) 34=-986(B) 35=-986(B) 35) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-9, 5-9=3, 1-9=-14 Horz: 1-5=-7, 5-9=19 Concentrated Loads (lb) Vert: 12=-986(B) 16=-269(B) 17=-269(B) 24=-269(B) 25=-269(B) 26=-269(B) 27=-3900 28=-986(B) 29=-986(B) 30=-986(B) 31=-986(B) 32=-986(B) 33=-986(B) 34=-986(B) 35=-986(B) 36) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-61, 5-9=-48, 1-9=-14 Horz: 1-5=7, 5-9=6 Concentrated Loads (lb) Vert: 12=-1891(B) 16=-458(B) 17=-458(B) 24=-458(B) 25=-458(B) 26=-458(B) 27=-3900 28=-1891(B) 29=-1891(B) 30=-1891(B) 31=-1891(B) 32=-1891(B) 33=-1891(B) 34=-1891(B) 35=-1891(B) 37) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-48, 5-9=-61, 1-9=-14 Horz: 1-5=-6, 5-9=-7 Concentrated Loads (lb) Vert: 12=-1891(B) 16=-458(B) 17=-458(B) 24=-458(B) 25=-458(B) 26=-458(B) 27=-3900 28=-1891(B) 29=-1891(B) 30=-1891(B) 31=-1891(B) 32=-1891(B) 33=-1891(B) 34=-1891(B) 35=-1891(B) 38) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-39, 5-9=-48, 1-9=-14 Horz: 1-5=-14, 5-9=6 Concentrated Loads (lb) Vert: 12=-1891(B) 16=-458(B) 17=-458(B) 24=-458(B) 25=-458(B) 26=-458(B) 27=-3900 28=-1891(B) 29=-1891(B) 30=-1891(B) 31=-1891(B) 32=-1891(B) 33=-1891(B) 34=-1891(B) 35=-1891(B) 39) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-48, 5-9=-39, 1-9=-14 Horz: 1-5=-6, 5-9=14 Concentrated Loads (lb) Vert: 12=-1891(B) 16=-458(B) 17=-458(B) 24=-458(B) 25=-458(B) 26=-458(B) 27=-3900 28=-1891(B) 29=-1891(B) 30=-1891(B) 31=-1891(B) 32=-1891(B) 33=-1891(B) 34=-1891(B) 35=-1891(B) 40) Reversal: Dead + 0.6 MWFRS Wind Min. Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-14, 5-9=-10, 1-9=-8 Horz: 1-5=5 Concentrated Loads (lb) Vert: 12=-912(B) 16=-254(B) 17=-254(B) 24=-254(B) 25=-254(B) 26=-254(B) 27=-3900 28=-912(B) 29=-912(B) 30=-912(B) 31=-912(B) 32=-912(B) 33=-912(B) 34=-912(B) 35=-912(B) 41) Reversal: Dead + 0.6 MWFRS Wind Min. Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-5=-10, 5-9=-14, 1-9=-8 Horz: 5-9=-5 Concentrated Loads (lb) Vert: 12=-912(B) 16=-254(B) 17=-254(B) 24=-254(B) 25=-254(B) 26=-254(B) 27=-3900 28=-912(B) 29=-912(B) 30=-912(B) 31=-912(B) 32=-912(B) 33=-912(B) 34=-912(B) 35=-912(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 J1127176 Truss D2 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848843 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:23 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-jfk5a1TzVM5yrL7u1ROb8h1arEcnKYjBjw8C6JypC5M Scale = 1:74.5 1-5 5-8 1-12 5-11 6-11 6-10 7-10 7-9 3-11 3-13 2-132-14 5-6 15-1616-17 17-1818-19 19-20 4-20 4-5 8-12 21-22 7-2324-25 17-2627-28 29-30 19-31 32-33 20-3435-36 37-38 1 2 3 4 5 6 7 8 14 13 12 11 10 9 39 40 41 42 434x4 5x8 3x4 4x4 4x4 3x6 3x8 5x12 3x4 3x4 3x4 3x10 3x4 3x4 3x4 2x4 2x4 4x4 2x4 2x4 2x4 3x4 2x4 2x4 3x4 3x8 2x4 2x4 2x4 2x4 7x8 2x4 2x4 2x4 Special Special Special Special Special 4-9-7 4-9-7 10-2-10 5-5-3 15-0-0 4-9-6 19-9-6 4-9-6 25-2-9 5-5-3 30-0-0 4-9-7 4-9-7 4-9-7 10-2-10 5-5-3 15-0-0 4-9-6 19-9-6 4-9-6 25-2-9 5-5-3 30-0-0 4-9-7 0- 4 - 7 10 - 4 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [1:0-2-11,0-1-15], [2:0-1-12,0-1-8], [3:0-1-12,0-1-8], [4:0-3-8,0-1-8], [5:0-4-0,0-1-4], [6:0-4-12,0-2-8], [7:0-3-8,0-1-8], [8:0-2-11,0-1-15], [16:0-1-8,0-1-0], [17:0-1-13,0-1-8], [19:0-1-12,0-1-4], [20:0-4-4,0-1-8], [31:1-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.36 0.49 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.14 0.07 (loc) 13 11-13 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 241 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* 5-11,6-11,3-11: 2x4 HF No.2, 15-16,16-17,17-18,18-19,19-20,4-20: 2x6 DF SS OTHERS 2x4 DF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-11, 3-11 REACTIONS. (size)1=0-5-8, 8=0-5-8 Max Horz 1=-166(LC 34) Max Uplift 1=-62(LC 10), 8=-71(LC 11) Max Grav 1=1184(LC 1), 8=1197(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1870/102, 2-3=-1501/110, 3-5=-1154/142, 5-6=-1171/143, 6-7=-1535/111, 7-8=-1941/106 BOT CHORD 1-14=-146/1465, 13-14=-146/1465, 11-13=-58/1164, 10-11=0/1195, 9-10=-41/1532, 8-9=-37/1543 WEBS 5-11=-85/865, 6-11=-616/133, 6-10=-12/305, 7-10=-400/109, 3-11=-557/128, 3-13=-8/289, 2-13=-351/103 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 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) 1, 8. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 26 lb up at 27-11-4 on top chord, and 15 lb down at 24-0-12, 6 lb down and 14 lb up at 25-11-4, and 6 lb down and 14 lb up at 27-11-4, and 26 lb down and 10 lb up at 28-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-8=-66, 1-8=-14 Concentrated Loads (lb) Vert: 40=-15(F) 41=2(F) 42=2(F) 43=-7(F) August 11,2023 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 J1127176 Truss E1 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848844 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:25 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-f2sr?jVE0_Lf4eHH9sQ3D67xD2OioREUAEdJBBypC5K Scale = 1:72.5 1-4 6-21 4-16 4-13 5-13 5-10 2-21 3-16 4-7 8-22 9-2324-25 11-2526-27 12-2713-28 29-30 14-29 31-32 15-31 17-3318-3419-35 20-36 2 3 4 5 6 7 21 20 19 18 17 16 15 14 13 12 11 10 9 8 1 37 10x10 6x8 4x6 4x6 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 -1-8-12 1-8-12 5-8-8 5-8-8 5-10-4 0-1-12 9-10-11 4-0-7 13-11-3 4-0-7 19-6-8 5-7-5 -1-8-12 1-8-12 1-9-2 1-9-2 3-7-7 1-10-5 5-8-8 2-1-1 5-10-4 0-1-12 9-10-11 4-0-7 13-11-3 4-0-7 19-6-8 5-7-5 21-0-8 1-6-0 1- 2 - 3 12 - 9 - 3 11 - 7 - 0 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4], [3:0-3-0,0-1-4], [5:0-1-12,0-1-8], [6:0-6-5,0-1-12], [10:0-3-8,0-1-8], [13:0-2-0,0-0-1], [21:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.31 0.01 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 8 8 1 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 274 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x12 DF SS *Except* 4-7: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 DF Stud *Except* 2-21: 2x4 HF No.2 OTHERS 2x4 DF Stud *Except* 18-34,19-35,20-36: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-21 REACTIONS.All bearings 19-6-8 except (jt=length) 1=Mechanical. (lb) - Max Horz 21=-333(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 21, 6, 8, 9 except 16=-223(LC 11) Max Grav All reactions 250 lb or less at joint(s) 1, 13, 8, 9, 11, 12, 14, 15, 17, 18, 19, 20 except 21=357(LC 19), 6=311(LC 1), 6=311(LC 1), 16=500(LC 19), 10=303(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 20-21=-116/333, 19-20=-116/333, 18-19=-116/333, 17-18=-116/333, 16-17=-116/333, 15-16=-77/256, 14-15=-77/256, 13-14=-77/256 WEBS 5-10=-274/0, 2-21=-354/91, 3-16=-436/129 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 3x6 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 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. 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) 1, 21, 6, 8, 9 except (jt=lb) 16=223. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Attic room checked for L/360 deflection. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. August 11,2023 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 J1127176 Truss E2 Truss Type Attic Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848845 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:26 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-7EPED3WsnHTWiosTjZxImJf79ShBXoGdPuNsjdypC5J Scale = 1:66.2 1-4 6-11 4-10 4-9 5-9 5-8 2-11 3-10 4-7 2 3 4 5 6 7 11 10 9 8 1 14 10x10 3x6 6x8 5x6 4x6 3x4 3x6 3x6 3x6 13-10-0 5-5-0 -1-8-12 1-8-12 5-8-8 5-8-8 5-10-4 0-1-12 9-10-11 4-0-7 13-11-3 4-0-7 19-6-8 5-7-5 -1-8-12 1-8-12 1-9-2 1-9-2 3-7-7 1-10-5 5-8-8 2-1-1 5-10-4 0-1-12 9-10-11 4-0-7 13-11-3 4-0-7 19-6-8 5-7-5 21-0-8 1-6-0 1- 2 - 3 12 - 9 - 3 11 - 7 - 0 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4], [3:0-3-0,0-1-4], [5:0-1-12,0-1-8], [6:0-5-5,0-1-0], [8:0-3-8,0-1-8], [10:0-3-0,0-3-0], [11:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.23 0.25 0.74 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.09 -0.14 0.03 -0.09 (loc) 9-10 9-10 1 10-11 l/defl >999 >999 n/a 1544 L/d 360 240 n/a 360 PLATES MT20 Weight: 208 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x12 DF SS *Except* 4-7: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 DF Stud *Except* 2-11: 2x4 HF No.2, 3-10: 2x6 DF SS BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11 REACTIONS. (size)1=Mechanical, 11=0-3-8, 6=0-5-8 Max Horz 11=-334(LC 11) Max Uplift 1=-587(LC 22), 11=-186(LC 11) Max Grav 1=39(LC 11), 11=1900(LC 4), 6=866(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-352/19, 2-3=-114/346, 3-4=-266/0, 4-5=-822/0, 5-6=-1086/0 BOT CHORD 10-11=-112/332, 9-10=0/634, 8-9=0/881, 6-8=0/881 WEBS 4-10=-1129/199, 4-9=-77/637, 5-9=-290/81, 2-11=-1394/201, 3-10=0/605 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 10-11 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=587, 11=186. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. August 11,2023 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 J1127176 Truss E3 Truss Type ATTIC Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I14848846 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:28 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-4dX_ekX6JvjEx6?sq__mrklO3FJw?oewsCszoWypC5H Scale = 1:85.8 3-6 6-9 1-18 2-20 2-19 3-19 3-17 5-7 8-16 9-16 9-14 10-14 10-13 6-21 1-3 9-12 11-1515-18 4-17 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 26 10x10 8x8 10x10 6x8 8x10 3x4 3x6 4x6 5x12 3x8 3x8 3x6 5x10 4x6 3x4 3x6 1.5x4 8x10 6x8 3x10 8- 6 - 1 2 13-0-015-6-0 5-3-5 5-3-5 9-3-13 4-0-7 13-4-4 4-0-7 15-6-0 2-1-12 21-0-0 5-6-0 28-7-12 7-7-12 32-8-3 4-0-7 36-8-11 4-0-7 42-4-0 5-7-5 5-3-5 5-3-5 9-3-13 4-0-7 13-4-4 4-0-7 15-6-0 2-1-12 17-5-6 1-11-6 21-0-0 3-6-10 24-6-10 3-6-10 26-4-15 1-10-5 28-7-12 2-2-13 32-8-3 4-0-7 36-8-11 4-0-7 42-4-0 5-7-5 43-10-0 1-6-0 0- 6 - 1 0 12 - 9 - 1 0 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [1:0-1-5,0-1-3], [2:0-1-12,0-1-8], [4:0-7-14,0-0-4], [5:0-4-0,0-1-4], [6:0-4-0,0-5-4], [7:0-4-0,0-1-4], [8:0-3-0,0-1-4], [10:0-1-12,0-1-8], [11:0-5-5,0-0-15], [13:0-3-8,0-1-8], [16:0-8-0,0-2-4], [17:0-8-8,0-2-4], [20:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 1-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.52 0.49 0.37 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.25 -0.36 0.03 -0.14 (loc) 17-19 17-19 11 16-17 l/defl >999 >999 n/a 1184 L/d 360 240 n/a 360 PLATES MT20 Weight: 840 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x12 DF SS *Except* 1-3,9-12: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 DF Stud *Except* 3-17,5-7: 2x4 HF No.2, 8-16,4-17: 2x6 DF SS BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 21 REACTIONS. (size)1=Mechanical, 11=0-5-8 Max Horz 1=-106(LC 6) Max Uplift 1=-402(LC 10), 11=-230(LC 11) Max Grav 1=2970(LC 1), 11=2157(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5289/727, 2-3=-5627/818, 3-4=-4719/639, 4-5=-3031/395, 6-7=-557/98, 7-8=-3728/517, 8-9=-4282/525, 9-10=-3764/414, 10-11=-3834/406 BOT CHORD 1-20=-659/4531, 19-20=-659/4531, 17-19=-704/4830, 16-17=-436/3763, 14-16=-288/3251, 13-14=-309/3279, 11-13=-309/3279 WEBS 2-20=-524/112, 2-19=-146/440, 3-19=-186/786, 3-17=-1566/368, 5-21=-3781/527, 7-21=-3781/527, 8-16=-53/1147, 9-16=-454/1139, 9-14=-1118/286, 6-21=-54/523, 4-17=-522/3262 NOTES-(16) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x12 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x12 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-21, 7-21 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 16-17 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=402, 11=230. 13) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3186 lb down and 650 lb up at 15-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) Attic room checked for L/360 deflection. 16) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 August 11,2023 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 J1127176 Truss E3 Truss Type ATTIC Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I14848846 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:28 2023 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-4dX_ekX6JvjEx6?sq__mrklO3FJw?oewsCszoWypC5H LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-33, 4-5=-38, 5-6=-33, 6-7=-33, 7-8=-38, 8-12=-33, 1-17=-7, 16-17=-17, 11-16=-7, 5-7=-5 Concentrated Loads (lb) Vert: 17=-3186(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 J1127176 Truss E4 Truss Type Attic Qty 9 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848847 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:30 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-00fk2QZMrWzyBQ9EyP0Ew9qmn3?UTgsDKWL4sPypC5F Scale = 1:82.5 3-6 6-9 1-18 2-20 2-19 3-19 3-17 4-17 5-7 8-16 9-16 9-14 10-14 10-13 6-21 1-3 9-12 11-1515-181 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 21 26 27 10x10 8x8 10x10 6x18 8x10 3x4 3x6 4x6 5x12 4x12 3x8 3x8 4x12 5x12 4x6 3x4 3x6 1.5x4 8x10 6x8 15-0-0 8- 6 - 1 2 6- 4 - 1 4 5-3-5 5-3-5 9-3-13 4-0-7 13-4-4 4-0-7 21-0-0 7-7-12 28-7-12 7-7-12 32-8-3 4-0-7 36-8-11 4-0-7 42-4-0 5-7-5 5-3-5 5-3-5 9-3-13 4-0-7 13-4-4 4-0-7 15-7-1 2-2-13 17-5-6 1-10-5 21-0-0 3-6-10 24-6-10 3-6-10 26-4-15 1-10-5 28-7-12 2-2-13 32-8-3 4-0-7 36-8-11 4-0-7 42-4-0 5-7-5 43-10-0 1-6-0 0- 6 - 1 0 12 - 9 - 1 0 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [1:0-1-10,Edge], [2:0-1-12,0-1-8], [4:0-9-14,0-1-0], [5:0-4-0,0-1-4], [6:0-4-0,0-5-4], [7:0-4-0,0-1-4], [8:0-9-14,0-1-0], [10:0-1-12,0-1-8], [11:0-6-7,Edge], [13:0-3-8,0-1-8], [16:0-9-0,0-2-4], [17:0-9-0,0-2-4], [20:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.45 0.49 0.51 DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in -0.30 -0.49 0.06 -0.12 (loc) 16-17 16-17 11 16-17 l/defl >999 >999 n/a 1580 L/d 360 240 n/a 360 PLATES MT20 Weight: 417 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x12 DF SS *Except* 1-3,9-12: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 DF Stud *Except* 4-17,8-16: 2x6 DF SS, 5-7: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-21, 7-21 JOINTS 1 Brace at Jt(s): 21 REACTIONS. (size)1=Mechanical, 11=0-5-8 Max Horz 1=-212(LC 6) Max Grav 1=2177(LC 21), 11=2276(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3751/0, 2-3=-3618/0, 3-4=-3559/0, 4-5=-2746/0, 5-6=-312/162, 6-7=-319/165, 7-8=-2744/0, 8-9=-3566/0, 9-10=-3647/0, 10-11=-3832/0 BOT CHORD 1-20=0/3334, 19-20=0/3334, 17-19=0/3216, 16-17=0/2934, 14-16=0/3078, 13-14=0/3241, 11-13=0/3241 WEBS 3-19=-519/197, 3-17=-732/241, 4-17=0/1579, 5-21=-3054/0, 7-21=-3054/0, 8-16=0/1597, 9-16=-760/234, 9-14=-485/222, 6-21=0/452 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-21, 7-21 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 16-17 9) Refer to girder(s) for truss to truss connections. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Attic room checked for L/360 deflection. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. August 11,2023 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 J1127176 Truss E5 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848848 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:34 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-unuFuoctvlUOf1T?BF5A4?_TygTZPYJpF7JH?AypC5B Scale: 1/8"=1' 3-6 6-9 1-33 2-38 2-35 3-35 3-31 4-31 5-7 9-22 9-18 10-18 10-15 6-41 9-12 11-2020-33 13-42 14-4344-45 16-45 46-47 17-47 18-48 49-50 19-50 51-52 21-52 23-53 24-54 25-55 40-56 39-57 58-59 37-5860-6136-60 62-63 34-62 64-65 32-64 30-66 29-67 5-28 7-265-27 8-22 1 2 3 4 5 6 7 8 9 10 11 12 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 41 68 69 10x10 8x8 10x10 6x8 7x8 3x4 4x6 4x6 8x8 6x6 4x6 4x6 1.5x4 3x4 1.5x4 7x8 6x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 8- 6 - 1 2 6- 5 - 7 6-0-8 5-3-5 5-3-5 9-3-13 4-0-7 13-4-4 4-0-7 17-11-12 4-7-8 21-0-0 3-0-4 24-0-4 3-0-4 28-6-0 4-5-12 28-7-12 0-1-12 32-8-3 4-0-7 36-8-11 4-0-7 42-4-0 5-7-5 5-3-5 5-3-5 9-3-13 4-0-7 13-4-4 4-0-7 15-7-1 2-2-13 17-5-6 1-10-5 21-0-0 3-6-10 24-6-10 3-6-10 26-4-15 1-10-5 28-6-0 2-1-1 28-7-12 0-1-12 32-8-3 4-0-7 36-8-11 4-0-7 42-4-0 5-7-5 43-10-0 1-6-0 0- 6 - 1 0 12 - 9 - 1 0 0- 4 - 5 7.00 12 Plate Offsets (X,Y)-- [1:0-4-5,0-0-9], [2:0-1-12,0-1-8], [4:0-3-0,0-1-4], [5:0-0-4,0-3-8], [6:0-4-0,0-5-4], [7:0-4-8,Edge], [8:0-3-0,0-1-4], [10:0-1-12,0-1-8], [11:0-6-5,0-1-12], [15:0-3-8,0-1-8], [18:0-2-0,0-0-1], [26:0-3-8 ,0-1-8], [27:0-3-8,0-1-8], [38:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.31 0.03 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 26-27 26-27 11 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 542 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x12 DF SS *Except* 1-3,9-12: 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 DF Stud *Except* 5-7,7-26,5-27: 2x4 HF No.2 OTHERS 2x4 DF Stud *Except* 24-54,25-55,30-66,29-67,5-28: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-26, 5-27 JOINTS 1 Brace at Jt(s): 41 REACTIONS.All bearings 42-4-0. (lb) - Max Horz 1=-211(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 38, 35, 18, 15, 11, 13, 14, 40, 39 except 31=-125(LC 10), 22=-123(LC 11), 25=-229(LC 17), 28=-411(LC 17) Max Grav All reactions 250 lb or less at joint(s) 1, 13, 14, 16, 17, 19, 21, 23, 24, 40, 39, 37, 36, 34, 32, 30, 29 except 38=361(LC 18), 35=270(LC 18), 31=327(LC 21), 22=324(LC 22), 18=267(LC 19), 15=353(LC 19), 11=338(LC 19), 11=332(LC 1), 26=727(LC 4), 27=876(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-366/75, 6-7=-359/71 WEBS 2-38=-321/51, 3-35=-256/31, 4-31=-283/83, 9-18=-251/28, 10-15=-324/46, 7-26=-440/46, 5-27=-451/57, 8-22=-274/82 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 3x6 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 38, 35, 18, 15, 11, 13, 14, 40, 39 except (jt=lb) 31=125, 22=123, 25=229, 28=411. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Attic room checked for L/360 deflection. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. August 11,2023 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 J1127176 Truss G1 Truss Type ATTIC GIRDER Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I14848849 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:36 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-rA00JTe7RMk6vLcOIf7eAQ4oQU7dtRq5iRoO42ypC59 Scale = 1:50.1 1-6 1-3 3-4 4-6 1-5 2-5 3-5 1 2 3 6 5 4789101112 3x6 3x6 10x10 4x4 1.5x4 4x4 Special Special Special Special Special 5-3-12 5-3-12 10-7-8 5-3-12 5-3-12 5-3-12 10-7-8 5-3-12 8- 3 - 9 Plate Offsets (X,Y)-- [1:0-1-12,0-1-12], [3:0-1-12,0-1-12], [4:0-3-8,0-1-8], [5:0-5-0,0-7-8], [6:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.37 0.18 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 207 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x12 DF SS WEBS 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=0-5-8, 4=Mechanical Max Horz 6=-189(LC 8) Max Uplift 6=-510(LC 6), 4=-643(LC 7) Max Grav 6=2486(LC 1), 4=3193(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1658/376, 1-2=-1026/190, 2-3=-1026/190, 3-4=-1658/376 WEBS 1-5=-413/1839, 2-5=-418/110, 3-5=-413/1839 NOTES-(13) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x12 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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) 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) 6=510, 4=643. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 970 lb down and 191 lb up at 2-0-12, 970 lb down and 191 lb up at 4-0-12, 970 lb down and 191 lb up at 6-0-12, and 970 lb down and 191 lb up at 8-0-12, and 974 lb down and 187 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 4-6=-14 Concentrated Loads (lb) Vert: 7=-970(F) 9=-970(F) 10=-970(F) 11=-970(F) 12=-974(F) August 11,2023 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 J1127176 Truss J11 Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848850 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:37 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-JMaOWpelCgszWUBasNetiec?MuVzcxaFx5XxcVypC58 Scale = 1:13.1 1-3 2-4 1 2 3 4 3x4 1-9-0 1-9-0 -1-6-0 1-6-0 1-9-0 1-9-0 0- 4 - 7 1- 6 - 7 1- 1 - 4 1- 6 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-4-5,0-0-10] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.23 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 7 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 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=53(LC 10) Max Uplift 3=-12(LC 10), 2=-30(LC 10), 4=-11(LC 16) Max Grav 3=42(LC 17), 2=319(LC 17), 4=21(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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, 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. August 11,2023 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 J1127176 Truss J11A Truss Type JACK-OPEN Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848851 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:38 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-nY8mk9fOyz_p8emnQ496Fr9D4HqGLOqOAlHV8xypC57 Scale = 1:10.6 1-2 1-3 1 2 33x4 1-9-0 1-9-0 1-9-0 1-9-0 0- 4 - 7 1- 6 - 7 1- 1 - 4 1- 6 - 7 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 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 6 6 1 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 5 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 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 2=Mechanical, 3=Mechanical Max Horz 1=30(LC 10) Max Uplift 2=-18(LC 10) Max Grav 1=92(LC 16), 2=65(LC 16), 3=28(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 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. August 11,2023 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 J1127176 Truss J22 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848852 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:39 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-Fki8xVg0jH6gmoLzzogMn3iLxhAT4r4YOP02hNypC56 Scale = 1:12.3 1-3 2-4 1 2 3 43x4 2-0-0 2-0-0 -1-6-0 1-6-0 2-0-0 2-0-0 0- 4 - 5 1- 6 - 5 0- 4 - 1 5 1- 1 - 6 1- 6 - 5 7.00 12 Plate Offsets (X,Y)-- [2:0-4-5,0-0-4] 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 0.23 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 7 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 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-14(LC 10), 2=-29(LC 10), 4=-6(LC 16) Max Grav 3=55(LC 17), 2=322(LC 17), 4=26(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 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. August 11,2023 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 J1127176 Truss J42 Truss Type Jack-Open Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848853 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:40 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-jxGW9rheUbEXNyw9XVBbKGEV85V3pIKhd3mbDqypC55 Scale = 1:12.2 1-3 2-4 1 2 3 8 4 3x4 Special Special 4-0-0 4-0-0 -1-6-0 1-6-0 1-5-12 1-5-12 0- 5 - 1 3 1- 5 - 1 0 0- 3 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-1-5,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.26 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 -0.00 (loc) 4-7 4-7 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 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 1-5-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=48(LC 10) Max Uplift 3=-11(LC 10), 2=-24(LC 10) Max Grav 3=67(LC 18), 2=310(LC 17), 4=52(LC 5) 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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, 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 19 lb up at 2-0-12 on top chord, and 7 lb down and 1 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 3=-42(B) 8=1(B) August 11,2023 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 J1127176 Truss J44 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848854 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:41 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-B7pvMBhGFuMO?6VL5DjqsUnh5Vr6YlaqsjV9lGypC54 Scale = 1:18.0 1-3 2-4 1 2 3 4 3x4 4-0-0 4-0-0 -1-6-0 1-6-0 3-2-12 3-2-12 0- 5 - 1 3 2- 7 - 1 0 0- 3 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-0-4,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 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 4-7 4-7 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 12 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 3-2-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-33(LC 10), 2=-16(LC 10) Max Grav 3=133(LC 17), 2=402(LC 17), 4=58(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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, 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. August 11,2023 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 J1127176 Truss M1E Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848855 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:45 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-4u3PCYknJ7sqUjo7K2nm1KyN?69WUXHQnLTMu1ypC50 Scale = 1:68.5 3-5 4-6 1-6 2-13 2-10 3-10 3-6 1-3 1-1 16-17 15-18 14-19 20-21 12-20 22-23 11-23 24-25 9-25 26-27 8-27 28-29 7-29 30-31 1 2 3 4 16 15 14 13 12 11 10 9 8 7 6 32 5 10x10 3x6 4x4 3x6 3x4 3x4 3x6 3x6 3x6 3x6 5-3-5 5-3-5 7-6-9 2-3-3 9-3-13 1-9-4 13-4-4 4-0-7 15-3-0 1-10-12 20-11-4 5-8-4 5-3-5 5-3-5 7-6-9 2-3-3 9-3-13 1-9-4 13-4-4 4-0-7 15-3-0 1-10-12 20-11-4 5-8-4 0- 6 - 1 0 12 - 9 - 3 1- 1 - 1 4 11 - 7 - 5 12 - 9 - 3 7.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-0-3], [2:0-1-12,0-1-8], [4:0-3-0,0-1-4], [6:0-1-12,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.25 0.26 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 1-16 1-16 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 178 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x12 DF SS *Except* 1-3: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* 4-6,3-6: 2x4 HF No.2 OTHERS 2x4 DF Stud *Except* 30-31: 2x4 HF No.2 WEDGE Left: 2x4 DF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS.All bearings 15-3-0 except (jt=length) 5=Mechanical. (lb) - Max Horz 1=272(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 5, 1, 13, 10, 16, 15, 8, 7 except 6=-148(LC 10) Max Grav All reactions 250 lb or less at joint(s) 1, 16, 15, 14, 12, 11, 9, 8, 7 except 5=279(LC 17), 6=574(LC 17), 6=454(LC 1), 13=299(LC 1), 10=295(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-528/128 WEBS 2-13=-283/55, 3-10=-251/6 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 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) 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) 5, 1, 13, 10, 16, 15, 8, 7 except (jt=lb) 6=148. 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. August 11,2023 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 J1127176 Truss M2E Truss Type Jack-Closed Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848856 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:46 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-Y5doPulP4R_h5tNJumI?ZXUXzWWGDtNa??DwRTypC5? Scale: 3/16"=1' 3-5 4-6 1-6 2-8 2-7 3-7 3-6 1-3 HW1 1 2 3 4 8 7 6 12 5 10x10 3x6 3x4 4x4 3x4 1.5x4 3x4 5-3-5 5-3-5 7-6-9 2-3-3 9-3-13 1-9-4 13-4-4 4-0-7 15-3-0 1-10-12 20-11-4 5-8-4 5-3-5 5-3-5 7-6-9 2-3-3 9-3-13 1-9-4 13-4-4 4-0-7 15-3-0 1-10-12 20-11-4 5-8-4 0- 6 - 1 0 12 - 9 - 3 1- 1 - 1 4 11 - 7 - 5 12 - 9 - 3 7.00 12 Plate Offsets (X,Y)-- [1:0-0-4,0-0-13], [2:0-1-12,0-1-8], [4:0-3-0,0-1-4], [6:0-1-12,0-1-8] 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 0.24 0.23 0.60 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.07 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 127 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x12 DF SS *Except* 1-3: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud *Except* 4-6,3-6: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 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. WEBS 1 Row at midpt 4-6 REACTIONS. (size)5=Mechanical, 6=Mechanical, 1=Mechanical Max Horz 1=269(LC 7) Max Uplift 5=-68(LC 10), 6=-177(LC 10) Max Grav 5=250(LC 17), 6=984(LC 17), 1=584(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-825/0, 2-3=-498/0, 4-6=-590/123 BOT CHORD 1-8=-105/645, 7-8=-105/645, 6-7=-57/367 WEBS 2-7=-355/99, 3-7=-22/321, 3-6=-508/116 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=177. 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. August 11,2023 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 J1127176 Truss M3 Truss Type Monopitch Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848857 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:47 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-0HBAdEm1rk6Yj1yVRTpE6l1j8wvKyT3jEfyTzwypC5_ Scale = 1:13.7 1-3 3-4 2-4 1 2 3 4 8 3x4 3x4 3x4 2-5-8 2-5-8 -1-6-0 1-6-0 2-5-8 2-5-8 0- 4 - 5 1- 9 - 8 1- 6 - 0 0- 3 - 8 1- 9 - 8 7.00 12 Plate Offsets (X,Y)-- [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MP 0.15 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=48(LC 9) Max Uplift 2=-37(LC 10), 4=-7(LC 10) Max Grav 2=224(LC 17), 4=64(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 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) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. August 11,2023 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 J1127176 Truss M04 Truss Type Roof Special Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848858 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:42 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-fJNHaXiu0CUFdG4YfwE3PhKoUv7XHB0_4NFiHiypC53 Scale = 1:20.8 1-3 3-4 4-5 2-5 3-6 3-5 1 2 3 4 6 5 10 11 4x6 3x4 4x4 1.5x4 3x4 Special Special 4-3-2 4-3-2 5-3-0 0-11-14 -1-6-0 1-6-0 4-3-2 4-3-2 4-8-5 0-5-3 5-3-0 0-6-11 0- 4 - 5 2- 9 - 1 0 3- 1 - 2 2- 6 - 2 0- 3 - 8 2- 9 - 1 0 7.00 12 Plate Offsets (X,Y)-- [2:0-1-5,Edge], [3:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.46 0.34 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.04 0.00 (loc) 6-9 6-9 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 5=0-1-8 Max Horz 2=72(LC 9) Max Uplift 2=-36(LC 10), 5=-54(LC 10) Max Grav 2=557(LC 27), 5=460(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-286/17 WEBS 3-5=-547/52 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 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) Provide adequate drainage to prevent water ponding. 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) 5 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 at joint(s) 5. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 244 lb down and 77 lb up at 4-6-11 on top chord, and 18 lb down at 2-0-12, and 24 lb down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 5-7=-14 Concentrated Loads (lb) Vert: 3=-229 6=-14(F) 11=-6(F) August 11,2023 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 J1127176 Truss M05 Truss Type Monopitch Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I14848859 8.710 s Jul 27 2023 MiTek Industries, Inc. Thu Aug 10 16:16:43 2023 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GLsjGQACqBQd2orSMY3vOayzTSS-8WxfntjWnWc6EPfkCdlIyvsy1IS70f37J1_Gq8ypC52 Scale = 1:22.9 1-3 3-4 2-4 1 2 3 4 3x4 3x4 3x4 5-3-0 5-3-0 -1-6-0 1-6-0 5-3-0 5-3-0 0- 4 - 5 3- 5 - 1 3- 1 - 9 0- 3 - 8 3- 5 - 1 7.00 12 Plate Offsets (X,Y)-- [2:0-2-2,0-1-8], [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.54 0.39 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.10 0.00 (loc) 4-7 4-7 2 l/defl >904 >629 n/a L/d 360 240 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 DF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=87(LC 9) Max Uplift 2=-33(LC 10), 4=-29(LC 10) Max Grav 2=423(LC 17), 4=295(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 17.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. August 11,2023 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