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Roof Truss Engineering - BTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1093179A-1 The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: Soundbuilt NW, LLC Terry Powell July 7,2021 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Re: thru I13858182I13858146 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 J1093179A-1 Truss A01 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858146 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:01 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-jiVTlAS2J1tMrvqk7tKAmkL0InxIL79J73Ewfpz_Utq Scale = 1:31.3 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 4x4 4x5 4x5 14-0-0 14-0-0 -1-6-0 1-6-0 7-0-0 7-0-0 14-0-0 7-0-0 15-6-0 1-6-0 0- 4 - 7 5- 0 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-0-4,Edge], [10:0-0-4,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-P 0.31 0.21 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.00 0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 63 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-8-13 oc bracing: 2-18,10-12. REACTIONS.All bearings 14-0-0. (lb) - Max Horz 2=82(LC 41) Max Uplift All uplift 100 lb or less at joint(s) 15, 12, 13, 14, 18, 17, 16 except 2=-1116(LC 44), 10=-1120(LC 45) Max Grav All reactions 250 lb or less at joint(s) 15, 12, 14, 18, 16 except 2=1172(LC 55), 10=1177(LC 40), 13=273(LC 20), 17=273(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2018/1994, 3-4=-1429/1415, 4-5=-866/876, 5-6=-303/341, 6-7=-299/339, 7-8=-844/862, 8-9=-1400/1390, 9-10=-1996/1968 BOT CHORD 2-18=-1477/1514, 10-12=-1477/1514 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-0-0, Exterior(2R) 4-0-0 to 10-0-0, Interior(1) 10-0-0 to 12-6-0, Exterior(2E) 12-6-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 12, 13, 14, 18, 17, 16 except (jt=lb) 2=1116, 10=1120. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 12-0-0 to 14-0-0 for 805.0 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss A02 Truss Type Scissor Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858147 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:02 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-Bu2rzWTg4L?DT2PwhasPJxuBkADe4XWSMj_UBFz_Utp Scale = 1:33.2 1 2 3 4 5 6 7 815 16 4x4 4x4 4x4 5x8 1.5x4 1.5x4 7-0-0 7-0-0 14-0-0 7-0-0 -1-6-0 1-6-0 4-1-0 4-1-0 7-0-0 2-11-0 9-11-0 2-11-0 14-0-0 4-1-0 15-6-0 1-6-0 0- 4 - 7 5- 0 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-0-13], [6:0-2-10,0-0-13] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.26 0.39 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.15 0.09 (loc) 8-14 8-14 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-82(LC 10) Max Uplift 2=-23(LC 12), 6=-23(LC 13) Max Grav 2=744(LC 19), 6=744(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1528/50, 3-4=-1040/0, 4-5=-1040/6, 5-6=-1528/42 BOT CHORD 2-8=-47/1274, 6-8=0/1274 WEBS 4-8=0/833, 5-8=-428/98, 3-8=-428/92 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 3-10-5, Exterior(2R) 3-10-5 to 10-1-11, Interior(1) 10-1-11 to 12-6-0, Exterior(2E) 12-6-0 to 15-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss B01 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858148 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-Rd5FsbaKy67y2RbfjzWWAqme6pDOhXpnQdfS?Ez_Utg Scale = 1:57.2 1 2 3 4 5 6 7 8 9 10 14 13 12 11 18 17 16 15 37 38 39 40 41 42 43 4x6 3x8 5x8 4x4 5x8 3x4 3x10 4x5 3x4 3x4 3x8 3x8 3x8 2x4 2x4 2x4 2x4 NAILED JUS24 JUS24 JUS24 JUS24 JUS24 7-0-0 7-0-0 12-3-0 5-3-0 13-6-8 1-3-8 18-7-5 5-0-13 24-6-0 5-10-11 -1-6-0 1-6-0 4-1-0 4-1-0 7-0-0 2-11-0 12-3-0 5-3-0 13-6-8 1-3-8 18-7-5 5-0-13 24-6-0 5-10-11 26-0-0 1-6-0 0- 4 - 7 8- 6 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-1-8], [3:0-1-0,0-1-8], [4:0-1-8,0-1-12], [6:0-1-12,0-1-8], [7:0-1-12,0-1-8], [9:0-0-8,Edge], [12:0-3-0,0-2-8], [14:0-4-0,0-3-0] 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.67 0.74 0.57 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.30 0.20 (loc) 14 13-14 9 l/defl >999 >976 n/a L/d 360 240 n/a PLATES MT20 Weight: 157 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-13,6-12: 2x4 HF No.2, 8-15,15-16,16-17,17-18: 2x6 DF SS OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13 JOINTS 1 Brace at Jt(s): 16 REACTIONS. (size)2=0-5-8, 9=0-5-8 Max Horz 2=-133(LC 35) Max Uplift 2=-38(LC 10), 9=-40(LC 11) Max Grav 2=1146(LC 17), 9=1150(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2752/116, 3-4=-2606/89, 4-5=-1150/76, 5-6=-1055/91, 6-7=-1171/78, 7-8=-1461/24, 8-9=-1651/46 BOT CHORD 2-14=-139/2313, 13-14=-73/2290, 12-13=0/1036, 11-12=0/1314, 9-11=0/1327 WEBS 5-13=-80/1000, 4-14=-22/1503, 4-13=-1732/122, 13-18=-447/155, 6-18=-420/144, 12-16=-432/68, 7-16=-421/62 NOTES-(18) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 15-2-4 from the left end to 22-5-4 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe-nails per NDS guidlines. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 97 lb down and 24 lb up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 18) 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, 5-10=-66, 14-31=-14, 12-14=-14, 12-34=-14 Continued on page 2 July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss B01 Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858148 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:11 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-Rd5FsbaKy67y2RbfjzWWAqme6pDOhXpnQdfS?Ez_Utg LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=1(F) 39=-97 40=1(F) 41=1(F) 42=1(F) 43=3(F=1) 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 J1093179A-1 Truss B02 Truss Type Roof Special Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858149 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-vqfd3xbyjPGpgbArGh1lj2IqXCbBQ_VwfHP?Xgz_Utf Scale = 1:56.1 1 2 3 4 5 6 7 8 9 13 12 11 10 20 21 22 23 4x6 3x8 5x8 3x4 5x8 1.5x4 4x5 3x8 3x4 3x4 1.5x4 7-0-0 7-0-0 12-3-0 5-3-0 13-6-8 1-3-8 18-7-5 5-0-13 24-6-0 5-10-11 -1-6-0 1-6-0 4-1-0 4-1-0 7-0-0 2-11-0 12-3-0 5-3-0 13-6-8 1-3-8 18-7-5 5-0-13 24-6-0 5-10-11 26-0-0 1-6-0 0- 4 - 7 8- 6 - 7 0- 4 - 7 2- 2 - 3 8.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-1-8], [4:0-1-8,0-1-12], [6:0-1-12,0-1-8], [7:0-1-12,0-1-8], [8:0-1-14,0-1-8], [11:0-3-0,0-2-8], [12:0-1-10,0-1-8], [13:0-4-0,0-2-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.56 0.64 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.28 0.19 (loc) 13 12-13 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 118 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-12,6-11: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12 REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=133(LC 11) Max Uplift 2=-29(LC 12), 8=-29(LC 13) Max Grav 2=1101(LC 19), 8=1101(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2611/89, 3-4=-2456/60, 4-5=-1064/72, 5-6=-975/93, 6-7=-1107/71, 7-8=-1506/29 BOT CHORD 2-13=-115/2193, 12-13=-47/2159, 11-12=0/875, 10-11=0/1180, 8-10=0/1180 WEBS 4-13=-7/1427, 4-12=-1664/108, 5-12=-58/909, 6-12=-370/135, 7-11=-464/79 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 9-3-0, Exterior(2R) 9-3-0 to 15-3-0, Interior(1) 15-3-0 to 23-0-0, Exterior(2E) 23-0-0 to 26-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss B03 Truss Type Common Girder Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I13858150 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-rCnNUccCF1WWvuKEO63DoTOBs0JiurXD7bu6cZz_Utd Scale = 1:57.1 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 21 22 23 24 25 26 27 28 29 30 31 32 6x6 5x12 5x10 8x8 4x4 3x10 4x8 4x4 12x12 4x4 4x10 4x4 3x10 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 MSH29 Special 4-6-4 4-6-4 8-4-10 3-10-6 12-3-0 3-10-6 15-4-4 3-1-4 19-7-3 4-2-15 24-6-0 4-10-13 -1-6-0 1-6-0 4-6-4 4-6-4 8-4-10 3-10-6 12-3-0 3-10-6 15-4-4 3-1-4 19-7-3 4-2-15 24-6-0 4-10-13 0- 4 - 7 8- 6 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-5-0,0-2-14], [3:0-1-4,0-2-0], [4:0-0-12,0-1-8], [5:0-2-0,0-3-0], [6:0-0-12,0-1-8], [7:0-1-0,0-1-12], [8:0-2-9,0-3-0], [9:0-7-4,0-1-8], [11:0-6-12,0-1-12], [12:0-6-0,0-6-4], [13:0-4-12,0-1-12], [14:0-6-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.51 0.51 0.76 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.29 0.05 (loc) 11 11 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 528 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-12: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=0-5-8, 2=0-5-8 (req. 0-5-10) Max Horz 2=128(LC 27) Max Uplift 8=-267(LC 11), 2=-260(LC 10) Max Grav 8=11272(LC 4), 2=10292(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15441/365, 3-4=-12813/324, 4-5=-10058/298, 5-6=-10021/298, 6-7=-12151/314, 7-8=-15366/375 BOT CHORD 2-14=-337/12799, 13-14=-337/12799, 12-13=-246/10628, 11-12=-192/10061, 9-11=-264/12749, 8-9=-264/12749 WEBS 3-14=-47/2865, 3-13=-2693/112, 4-13=-99/4517, 4-12=-3991/163, 5-12=-294/10830, 6-12=-3771/159, 6-11=-100/4262, 7-11=-3320/143, 7-9=-63/3508 NOTES-(15) 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x10 - 5 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-9 2x4 - 2 rows staggered at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) 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) WARNING: Required bearing size at joint(s) 2 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=267, 2=260. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Use USP MSH29 (With 18-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 21-11-4 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1642 lb down and 43 lb up at 23-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 Continued on page 2 July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss B03 Truss Type Common Girder Qty 1 Ply 3 Soundbuilt NW, LLC Job Reference (optional) I13858150 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:14 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-rCnNUccCF1WWvuKEO63DoTOBs0JiurXD7bu6cZz_Utd LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-66, 5-8=-66, 2-8=-14 Concentrated Loads (lb) Vert: 21=-1557(B) 22=-1557(B) 23=-1557(B) 24=-1557(B) 25=-1557(B) 26=-1557(B) 27=-1557(B) 28=-1556(B) 29=-1556(B) 30=-1556(B) 31=-1556(B) 32=-1559(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 J1093179A-1 Truss C01 Truss Type Common Structural Gable Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858151 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-JPLmhydq0KeNX2vQypbSKgwQfQkKdTzNLFdg8?z_Utc Scale = 1:20.0 1 2 3 4 56 3x4 3x4 1.5x4 4x4 3-3-0 3-3-0 6-6-0 3-3-0 -1-6-0 1-6-0 3-3-0 3-3-0 6-6-0 3-3-0 8-0-0 1-6-0 0- 4 - 7 2- 6 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-0-8,Edge], [4:0-0-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.25 0.10 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 0.00 (loc) 6-12 6-12 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-3-8 Max Horz 2=46(LC 11) Max Uplift 2=-21(LC 12), 4=-21(LC 13) Max Grav 2=515(LC 19), 4=515(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-311/28, 3-4=-311/28 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Exterior(2R) 1-6-0 to 5-0-0, Exterior(2E) 5-0-0 to 8-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss C02 Truss Type Common Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858152 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-nbv8vIeSnemE8CUcVW6htuTcwq4FMwKWavNDgRz_Utb Scale = 1:19.9 1 2 3 45 3x10 3x4 1.5x4 6x8 2-2-8 2-2-8 5-5-8 3-3-0 2-2-8 2-2-8 5-5-8 3-3-0 6-11-8 1-6-0 1- 0 - 1 3 2- 6 - 7 0- 4 - 7 8.00 12 Plate Offsets (X,Y)-- [1:0-2-8,0-0-8], [2:0-1-12,Edge], [3:0-1-15,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.15 0.12 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 5-12 5-12 1 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x8 DF SS 2-8-9 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 3=0-3-8 Max Horz 1=-50(LC 13) Max Uplift 3=-22(LC 13) Max Grav 1=254(LC 19), 3=383(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 2-2-8, Exterior(2R) 2-2-8 to 3-11-8, Exterior(2E) 3-11-8 to 6-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss CJ01 Truss Type Jack-Open Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858153 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-nbv8vIeSnemE8CUcVW6htuTV0q4zMwtWavNDgRz_Utb Scale = 1:17.1 1 2 4 5 9 3 10 4x4 -2-9-15 2-9-15 2-1-7 2-1-7 3-10-2 1-8-10 5-7-5 1-9-4 0- 4 - 7 2- 4 - 4 0- 4 - 1 1 1- 4 - 1 2- 4 - 4 4.24 12 Plate Offsets (X,Y)-- [2:0-1-2,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.59 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.11 0.12 -0.00 (loc) 5 5 2 l/defl >399 >387 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 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 2-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-6-7, 3=0-2-13 Max Horz 2=73(LC 6) Max Uplift 2=-85(LC 26), 3=-71(LC 7) Max Grav 2=436(LC 17), 3=436(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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.8 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 21 lb up at 4-6-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 5-6=-14 Concentrated Loads (lb) Vert: 10=-73 July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss CJ02 Truss Type Jack-Open Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858154 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-FnSW6ee4Yyu5mM3p3EdwQ50g5DOT5N7fpZ6mDuz_Uta Scale = 1:22.6 1 2 3 6 7 4 11 12 5 3x4 3x4 4x4 -2-9-15 2-9-15 2-1-7 2-1-7 8-6-11 6-5-4 0- 4 - 7 3- 4 - 1 2 0- 4 - 1 1 2- 7 - 1 3- 4 - 1 2 4.24 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.64 0.25 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.03 0.03 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-6-7, 4=0-2-13, 5=0-2-13 Max Horz 2=88(LC 6) Max Uplift 2=-77(LC 6), 4=-52(LC 10), 5=-65(LC 6) Max Grav 2=414(LC 17), 4=313(LC 17), 5=364(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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.8 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5. 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) 76 lb down and 17 lb up at 4-6-10, and 104 lb down and 38 lb up at 6-10-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-6=-66, 7-8=-14 Concentrated Loads (lb) Vert: 11=-76 12=-63 July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss CJ05 Truss Type Jack-Open Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858155 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:18 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-jz0uK_fjJF0yOWe?dx89yJYtQdmqqqNp1DsKlKz_UtZ Scale = 1:13.4 1 2 3 4 4x4 2-8-7 2-8-7 -2-1-7 2-1-7 2-8-7 2-8-7 0- 4 - 7 1- 7 - 1 2 1- 3 - 3 1- 7 - 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 0.47 0.11 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.01 -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 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-7-6, 4=0-1-8 Max Horz 2=48(LC 12) Max Uplift 3=-12(LC 12), 2=-31(LC 12), 4=-10(LC 18) Max Grav 3=71(LC 19), 2=458(LC 19), 4=34(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -2-1-7 to 2-1-7, Exterior(2R) 2-1-7 to 2-7-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.3 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss CJ06 Truss Type Jack-Closed Girder Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858156 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:19 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-CAaGXKgL4Z8p?gCBBffOVW5x710hZHdyGtbtHmz_UtY Scale = 1:32.4 1 2 3 6 10 11 12 13 4 14 5 3x4 3x4 4x4 NAILED NAILED NAILED NAILED 2-3-11 2-3-11 -2-6-13 2-6-13 2-3-11 2-3-11 12-3-11 10-0-0 0- 4 - 7 5- 3 - 9 0- 4 - 6 4- 1 1 - 3 5- 3 - 9 4.80 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 0.92 0.45 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.02 -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 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 2=0-4-13, 4=0-2-8. (lb) - Max Horz 2=110(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 5, 6, 2, 4 Max Grav All reactions 250 lb or less at joint(s) 5 except 6=605(LC 17), 2=250(LC 16), 4=441(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-730/120 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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 19.2 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6, 2, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe-nails per NDS guidlines. 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: 1-3=-66, 3-5=-66, 6-7=-14 Concentrated Loads (lb) Vert: 4=-21(B) 10=-13(B) 12=-17(B) 14=-7(B) July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss D01D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858157 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:23 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-4xqnNhjr7oeFUHWyPUkKfMFg0eSmVszYBVZ5QXz_UtU Scale = 1:80.8 1 2 3 4 5 6 7 8 9 10 11 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 65 66 67 68 3x6 5x6 3x6 5x6 5x6 8x10 4x4 4x4 4x4 3x6 4x4 4x4 4x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6-11-5 6-11-5 13-4-3 6-4-13 26-1-13 12-9-11 32-6-11 6-4-13 39-6-0 6-11-5 -2-10-7 2-10-7 6-11-5 6-11-5 13-4-3 6-4-13 19-9-0 6-4-13 26-1-13 6-4-13 32-6-11 6-4-13 39-6-0 6-11-5 42-4-7 2-10-7 0- 4 - 3 10 - 2 - 1 1 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-4-6,0-2-9], [4:0-1-12,0-2-0], [5:0-1-12,0-2-0], [7:0-1-12,0-2-0], [8:0-1-12,0-2-0], [10:0-4-6,0-2-9], [15:0-3-8,0-1-8], [23:0-3-8,0-4-8], [31:0-3-8,0-1-8], [39:0-1-15,0-0-12], [41:0-1-15,0-0-12], [43:0-1-15,0-0-12], [53:0-1-15,0-0-12], [55:0-1-15,0-0-12], [57:0-1-15,0-0-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.74 0.19 1.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.04 0.00 0.02 (loc) 11 11 23 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 310 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 6-23,7-23,5-23: 2x4 HF No.2 OTHERS 2x4 HF Stud WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-14 oc bracing. WEBS 1 Row at midpt 6-23, 7-23, 8-19, 5-23, 4-27 REACTIONS.All bearings 39-6-0. (lb) - Max Horz 2=-111(LC 52) Max Uplift All uplift 100 lb or less at joint(s) 23, 13, 33 except 2=-1448(LC 42), 10=-1463(LC 45), 19=-631(LC 45), 15=-1043(LC 45), 27=-634(LC 42), 31=-1054(LC 42), 12=-125(LC 18), 34=-125(LC 18) Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 16, 17, 18, 20, 21, 22, 34, 33, 32, 30, 29, 28, 26, 25, 24 except 2=1527(LC 55), 10=1527(LC 54), 23=590(LC 1), 19=770(LC 32), 15=1104(LC 32), 27=770(LC 31), 31=1104(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3325/3270, 4-5=-2566/2548, 5-6=-1665/1692, 6-7=-1663/1678, 7-8=-2556/2526, 8-10=-3290/3239 BOT CHORD 2-34=-2938/3038, 33-34=-1643/1743, 32-33=-1643/1743, 31-32=-1643/1743, 30-31=-1643/1743, 29-30=-1643/1743, 28-29=-1643/1743, 27-28=-1643/1743, 26-27=-700/845, 25-26=-700/845, 24-25=-700/845, 23-24=-700/845, 22-23=-685/818, 21-22=-685/818, 20-21=-685/818, 19-20=-685/818, 18-19=-1618/1700, 17-18=-1618/1700, 16-17=-1618/1700, 15-16=-1618/1700, 14-15=-1618/1700, 13-14=-1618/1700, 12-13=-1618/1700, 10-12=-2913/2995 WEBS 6-23=-421/29, 7-23=-1024/1069, 7-19=-1149/1108, 8-19=-1058/1113, 8-15=-1092/1050, 5-23=-1021/1061, 5-27=-1149/1117, 4-27=-1057/1101, 4-31=-1092/1061 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -2-10-7 to 1-0-15, Exterior(2N) 1-0-15 to 15-9-10, Corner(3R) 15-9-10 to 23-8-6, Exterior(2N) 23-8-6 to 38-5-1, Corner(3E) 38-5-1 to 42-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 13, 33 except (jt=lb) 2=1448, 10=1463, 19=631, 15=1043, 27=634, 31=1054, 12=125, 34=125. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 37-6-0 to 39-6-0 for 2271.2 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format.July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss D02 Truss Type Roof Special Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858158 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:25 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-0KxYoNl6fPuzjbgLXvmoknLzNS1Hzloreo2BVQz_UtS Scale = 1:73.7 1 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 14 27 28 29 30 3x6 5x6 3x8 MT18HS 5x6 4x8 5x6 4x10 3x4 2x4 4x4 3x4 4x8 3x4 4x4 4x6 5x6 7x8 3x4 2x4 6-11-5 6-11-5 13-4-3 6-4-13 19-9-0 6-4-13 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 35-1-1 3-9-1 39-6-0 4-4-15 -2-10-7 2-10-7 6-11-5 6-11-5 13-4-3 6-4-13 19-9-0 6-4-13 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 35-1-1 3-9-1 39-6-0 4-4-15 42-4-7 2-10-7 0- 4 - 3 10 - 2 - 1 1 0- 4 - 3 1- 1 1 - 2 6.00 12 3.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-9], [3:0-1-12,0-1-8], [5:0-1-12,0-1-8], [7:0-1-12,0-1-8], [8:0-1-0,0-1-8], [9:0-1-12,0-2-0], [11:0-1-12,0-1-8], [12:0-4-1,0-0-7], [15:0-5-4,0-3-4], [17:0-3-0,0-3-0] 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-MSH 0.94 0.63 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.43 -0.68 0.28 (loc) 15-16 15-16 12 l/defl >999 >700 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 230 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 5-18,6-18,7-18,7-17: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-18, 7-18, 8-17, 9-16 REACTIONS. (size)2=0-5-8, 12=0-5-8 Max Horz 2=-111(LC 17) Max Uplift 2=-62(LC 12), 12=-62(LC 13) Max Grav 2=1816(LC 2), 12=1802(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3183/47, 3-5=-2586/84, 5-6=-1956/121, 6-7=-1911/128, 7-8=-2261/106, 8-9=-3112/60, 9-11=-5524/0, 11-12=-5582/6 BOT CHORD 2-21=-70/2786, 20-21=-70/2786, 18-20=-9/2247, 17-18=0/1966, 16-17=0/2848, 15-16=0/5064, 14-15=0/5132, 12-14=0/5077 WEBS 3-21=0/252, 3-20=-614/69, 5-20=0/515, 5-18=-920/101, 6-18=-28/1412, 7-18=-856/96, 7-17=-31/593, 8-17=-1420/35, 8-16=0/1347, 9-16=-2767/8, 9-15=0/2606 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-10-7 to 0-10-8, Interior(1) 0-10-8 to 15-9-10, Exterior(2R) 15-9-10 to 23-5-12, Interior(1) 23-5-12 to 38-1-13, Exterior(2E) 38-1-13 to 42-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss D03 Truss Type ROOF SPECIAL Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858159 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:26 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-UWVw?jlkQj0pLkFX5dH1H?t83rNViC0_tSol1sz_UtR Scale = 1:70.5 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 26 27 28 29 30 3x6 5x6 3x8 MT18HS 5x6 4x8 5x6 4x10 3x4 2x4 4x4 3x4 4x8 3x4 4x4 4x6 5x6 7x8 3x4 2x4 6-11-5 6-11-5 13-4-3 6-4-13 19-9-0 6-4-13 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 35-1-1 3-9-1 39-6-0 4-4-15 6-11-5 6-11-5 13-4-3 6-4-13 19-9-0 6-4-13 23-7-8 3-10-8 27-5-12 3-10-4 31-4-0 3-10-4 35-1-1 3-9-1 39-6-0 4-4-15 42-4-7 2-10-7 0- 4 - 3 10 - 2 - 1 1 0- 4 - 3 1- 1 1 - 2 6.00 12 3.00 12 Plate Offsets (X,Y)-- [1:0-1-12,0-0-3], [2:0-1-12,0-1-8], [4:0-1-12,0-1-8], [6:0-1-12,0-1-8], [7:0-1-0,0-1-8], [8:0-1-12,0-2-0], [10:0-1-12,0-1-8], [11:0-4-1,0-0-7], [14:0-5-4,0-3-4], [16:0-3-0,0-3-0] 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-MSH 0.94 0.63 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.43 -0.68 0.28 (loc) 14-15 14-15 11 l/defl >999 >700 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 226 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 4-17,5-17,6-17,6-16: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 6-17, 7-16, 8-15 REACTIONS. (size)1=Mechanical, 11=0-5-8 Max Horz 1=-125(LC 13) Max Uplift 1=-32(LC 12), 11=-62(LC 13) Max Grav 1=1653(LC 2), 11=1804(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3215/79, 2-4=-2594/103, 4-5=-1960/131, 5-6=-1916/139, 6-7=-2266/116, 7-8=-3117/72, 8-10=-5533/0, 10-11=-5590/8 BOT CHORD 1-20=-87/2815, 19-20=-87/2815, 17-19=-14/2254, 16-17=0/1971, 15-16=0/2853, 14-15=0/5073, 13-14=0/5140, 11-13=0/5085 WEBS 2-20=0/252, 2-19=-636/83, 4-19=0/518, 4-17=-924/104, 5-17=-38/1416, 6-17=-828/96, 6-16=-31/587, 7-16=-1422/35, 7-15=0/1349, 8-15=-2771/9, 8-14=0/2609 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-0 to 4-0-6, Interior(1) 4-0-6 to 15-9-10, Exterior(2R) 15-9-10 to 23-5-12, Interior(1) 23-5-12 to 38-1-13, Exterior(2E) 38-1-13 to 42-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 11. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss D04 Truss Type Common Qty 7 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858160 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:28 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-RvdgQPn_yKHXb2OwC2JVMQzS2f5bAB7HLmHs6lz_UtP Scale = 1:73.6 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 22 23 24 25 26 27 28 3x6 5x6 3x6 4x8 4x8 4x8 3x4 4x4 3x4 2x4 3x4 4x4 3x4 2x4 4x8 4x8 6-11-5 6-11-5 13-4-3 6-4-13 19-9-0 6-4-13 26-1-13 6-4-13 32-6-11 6-4-13 39-6-0 6-11-5 6-11-5 6-11-5 13-4-3 6-4-13 19-9-0 6-4-13 26-1-13 6-4-13 32-6-11 6-4-13 39-6-0 6-11-5 42-4-7 2-10-7 0- 4 - 3 10 - 2 - 1 1 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [1:0-4-0,0-1-15], [2:0-1-12,0-1-8], [4:0-1-12,0-1-8], [6:0-1-12,0-1-8], [8:0-1-12,0-1-8], [9:0-4-0,0-1-15] 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 0.97 0.40 0.69 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.34 0.08 (loc) 12-14 12-14 9 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 209 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 5-14,6-14,4-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-14, 4-14 REACTIONS. (size)1=Mechanical, 9=0-5-8 Max Horz 1=-125(LC 13) Max Uplift 1=-32(LC 12), 9=-62(LC 13) Max Grav 1=1673(LC 2), 9=1838(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3270/81, 2-4=-2640/105, 4-5=-2009/132, 5-6=-2009/132, 6-8=-2635/96, 8-9=-3234/47 BOT CHORD 1-17=-88/2865, 16-17=-88/2865, 14-16=-15/2294, 12-14=0/2290, 11-12=0/2832, 9-11=0/2832 WEBS 5-14=-19/1409, 6-14=-897/102, 6-12=0/510, 8-12=-616/68, 8-11=0/253, 4-14=-922/106, 4-16=0/517, 2-16=-647/83, 2-17=0/257 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-12 to 4-0-2, Interior(1) 4-0-2 to 15-9-10, Exterior(2R) 15-9-10 to 23-8-6, Interior(1) 23-8-6 to 38-5-1, Exterior(2E) 38-5-1 to 42-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss D05D Truss Type GABLE Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858161 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:32 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-JgsBGmqV0Znz3fihRtOSWG7ClGWf6wJtGOF3FWz_UtL Scale = 1:78.5 1 2 3 4 5 6 7 8 9 10 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 64 65 66 67 3x6 5x6 3x6 5x6 5x6 8x10 4x4 4x4 4x4 3x6 4x4 4x4 4x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6-11-5 6-11-5 13-4-3 6-4-13 26-1-13 12-9-11 32-6-11 6-4-13 39-6-0 6-11-5 6-11-5 6-11-5 13-4-3 6-4-13 19-9-0 6-4-13 26-1-13 6-4-13 32-6-11 6-4-13 39-6-0 6-11-5 42-4-7 2-10-7 0- 4 - 3 10 - 2 - 1 1 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [1:0-4-6,0-2-9], [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], [9:0-4-6,0-2-9], [14:0-3-8,0-1-8], [22:0-3-8,0-4-8], [30:0-3-8,0-1-8], [38:0-1-15,0-0-12], [40:0-1-15,0-0-12], [42:0-1-15,0-0-12], [52:0-1-15,0-0-12], [54:0-1-15,0-0-12], [56:0-1-15,0-0-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.74 0.20 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.04 0.00 0.02 (loc) 10 10 22 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 305 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 5-22,6-22,4-22: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. WEBS 1 Row at midpt 5-22, 6-22, 7-18, 4-22, 3-26 REACTIONS.All bearings 39-6-0. (lb) - Max Horz 1=-125(LC 45) Max Uplift All uplift 100 lb or less at joint(s) 22, 12, 33, 32 except 1=-1442(LC 44), 9=-1463(LC 45), 18=-631(LC 45), 14=-1043(LC 45), 26=-637(LC 42), 30=-1043(LC 42), 11=-125(LC 18) Max Grav All reactions 250 lb or less at joint(s) 11, 12, 13, 15, 16, 17, 19, 20, 21, 32, 31, 29, 28, 27, 25, 24, 23 except 1=1481(LC 41), 9=1527(LC 54), 22=589(LC 1), 18=756(LC 32), 14=1103(LC 32), 26=773(LC 31), 30=1083(LC 39), 33=259(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-3332/3282, 3-4=-2570/2552, 4-5=-1667/1694, 5-6=-1663/1677, 6-7=-2556/2525, 7-9=-3290/3239 BOT CHORD 1-33=-2943/3043, 32-33=-1632/1732, 31-32=-1632/1732, 30-31=-1632/1732, 29-30=-1632/1732, 28-29=-1632/1732, 27-28=-1632/1732, 26-27=-1632/1732, 25-26=-696/841, 24-25=-696/841, 23-24=-696/841, 22-23=-696/841, 21-22=-685/818, 20-21=-685/818, 19-20=-685/818, 18-19=-685/818, 17-18=-1618/1701, 16-17=-1618/1701, 15-16=-1618/1701, 14-15=-1618/1701, 13-14=-1618/1701, 12-13=-1618/1701, 11-12=-1618/1701, 9-11=-2912/2995 WEBS 5-22=-416/28, 6-22=-1023/1069, 6-18=-1138/1107, 7-18=-1057/1113, 7-14=-1092/1050, 4-22=-1020/1060, 4-26=-1142/1113, 3-26=-1056/1102, 3-30=-1079/1050 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) 0-0-0 to 3-11-6, Exterior(2N) 3-11-6 to 15-9-10, Corner(3R) 15-9-10 to 23-8-6, Exterior(2N) 23-8-6 to 38-5-1, Corner(3E) 38-5-1 to 42-4-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 12, 33, 32 except (jt=lb) 1=1442, 9=1463, 18=631, 14=1043, 26=637, 30=1043, 11=125. 12) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 37-6-0 to 39-6-0 for 2271.3 plf. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss F01 Truss Type Roof Special Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858162 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:35 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-kFYKuosNJU9Yw7RG60x98ulnyUUcJRCJyMTjrrz_UtI Scale = 1:39.7 1 2 3 4 5 6 7 8 9 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 5x6 5x6 3x10 3x10 3x4 2x4 3x8 3x4 3x8 3x4 2x4 Special Special Special Special Special Special Special Special Special Special 4-1-5 4-1-5 7-5-4 3-3-15 12-6-12 5-1-8 15-10-11 3-3-15 20-0-0 4-1-5 -2-0-0 2-0-0 4-1-5 4-1-5 7-5-4 3-3-15 7-11-5 0-6-1 10-0-0 2-0-11 12-0-11 2-0-11 12-6-12 0-6-1 15-10-11 3-3-15 20-0-0 4-1-5 22-0-0 2-0-0 0- 4 - 3 4- 0 - 4 4- 3 - 1 3 0- 4 - 3 4- 0 - 4 6.00 12 Plate Offsets (X,Y)-- [2:0-2-9,0-1-8], [3:0-1-12,0-1-8], [4:0-2-4,0-2-8], [6:0-2-4,0-2-8], [7:0-1-12,0-1-8], [8:0-2-9,0-1-8] 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 0.48 0.44 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.14 -0.20 0.05 (loc) 11-12 11-12 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 104 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except 2-0-0 oc purlins (3-4-1 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 8=0-3-8 Max Horz 2=46(LC 54) Max Uplift 2=-43(LC 10), 8=-43(LC 11) Max Grav 2=2129(LC 31), 8=2129(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3521/22, 3-4=-3036/28, 4-5=-2642/36, 5-6=-2642/35, 6-7=-3036/27, 7-8=-3521/21 BOT CHORD 2-13=-13/3083, 12-13=-13/3083, 11-12=-11/2904, 10-11=0/3083, 8-10=0/3083 WEBS 3-12=-520/41, 4-12=0/914, 5-12=-569/101, 5-11=-569/101, 6-11=0/914, 7-11=-520/41 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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 18.0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 338 lb down and 64 lb up at 7-11-14, 276 lb down and 70 lb up at 9-8-4, and 276 lb down and 70 lb up at 10-3-12, and 338 lb down and 64 lb up at 12-0-2 on top chord, and 143 lb down and 17 lb up at 2-0-12, 47 lb down at 4-0-12, 53 lb down at 6-0-12, 62 lb down at 7-11-4, 62 lb down at 9-8-4, 62 lb down at 10-3-12, 62 lb down at 12-0-12, 53 lb down at 13-11-4, and 47 lb down at 15-11-4, and 143 lb down and 17 lb up at 17-11-4 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: 1-4=-66, 4-6=-66, 6-9=-66, 2-8=-14 Concentrated Loads (lb) Vert: 13=-20(B) 10=-20(B) 20=-221 21=-224 22=-224 23=-221 26=-143(B) 27=-39(B) 28=-62(B) 29=-62(B) 30=-62(B) 31=-62(B) 32=-39(B) 33=-143(B) July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss F02 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858163 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:36 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-CR6i58t?4nHPYH0SgjTOh6I_Jtss2uHSA0DHOHz_UtH Scale = 1:38.5 1 2 3 4 5 6 7 10 9 8 17 18 19 20 21 22 4x4 4x4 3x8 4x4 3x4 1.5x4 3x4 1.5x4 5-3-4 5-3-4 10-0-0 4-8-12 14-8-12 4-8-12 20-0-0 5-3-4 -2-0-0 2-0-0 5-3-4 5-3-4 10-0-0 4-8-12 14-8-12 4-8-12 20-0-0 5-3-4 22-0-0 2-0-0 0- 4 - 3 5- 4 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [4:0-2-0,0-2-4], [5:0-1-12,0-1-8] 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 0.38 0.31 0.36 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.10 0.04 (loc) 8-9 9-10 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 6=0-3-8 Max Horz 2=59(LC 12) Max Uplift 2=-37(LC 12), 6=-37(LC 13) Max Grav 2=984(LC 19), 6=984(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1496/77, 3-4=-986/97, 4-5=-986/97, 5-6=-1496/77 BOT CHORD 2-10=-19/1284, 9-10=-19/1284, 8-9=0/1284, 6-8=0/1284 WEBS 4-9=-6/502, 5-9=-586/62, 3-9=-586/62 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-0-0 to 1-0-0, Interior(1) 1-0-0 to 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 19-0-0, Exterior(2E) 19-0-0 to 22-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss F03 Truss Type COMMON Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858164 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:37 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-gdg4JUudq5PGARafER_dDJr8yHAlnL7cPgyqwjz_UtG Scale = 1:36.1 1 2 3 4 5 6987 16 17 18 19 20 21 4x4 4x4 3x8 4x4 3x4 1.5x4 3x4 1.5x4 5-3-4 5-3-4 10-0-0 4-8-12 14-8-12 4-8-12 20-0-0 5-3-4 5-3-4 5-3-4 10-0-0 4-8-12 14-8-12 4-8-12 20-0-0 5-3-4 22-0-0 2-0-0 0- 4 - 3 5- 4 - 3 0- 4 - 3 6.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8], [3:0-2-0,0-2-4], [4:0-1-12,0-1-8] 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 0.39 0.40 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.10 0.04 (loc) 7-8 7-8 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 75 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-3-8, 5=0-3-8 Max Horz 1=-68(LC 17) Max Uplift 1=-16(LC 12), 5=-37(LC 13) Max Grav 1=845(LC 19), 5=987(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1530/108, 2-3=-1001/106, 3-4=-992/105, 4-5=-1503/87 BOT CHORD 1-9=-29/1333, 8-9=-29/1333, 7-8=0/1291, 5-7=0/1291 WEBS 3-8=-16/518, 4-8=-587/62, 2-8=-629/71 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 19-0-0, Exterior(2E) 19-0-0 to 22-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J20 Truss Type Jack-Open Qty 5 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858165 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:37 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-gdg4JUudq5PGARafER_dDJrBJHGBnQ4cPgyqwjz_UtG Scale = 1:13.9 1 2 3 4 3x4 2-0-0 2-0-0 -1-6-0 1-6-0 2-0-0 2-0-0 0- 4 - 7 1- 8 - 7 1- 3 - 4 1- 8 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-0-10] 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 0.24 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=0-5-8, 4=Mechanical Max Horz 2=50(LC 12) Max Uplift 3=-13(LC 12), 2=-19(LC 12), 4=-6(LC 18) Max Grav 3=57(LC 19), 2=329(LC 19), 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J20A Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858166 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:38 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-8qESWqvFbPX6na9ro8VsmXNMBhYaWtKleKiNSAz_UtF Scale = 1:11.4 1 2 3 3x4 2-0-0 2-0-0 2-0-0 2-0-0 0- 4 - 7 1- 8 - 7 8.00 12 Plate Offsets (X,Y)-- [1:0-1-14,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.23 0.30 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 3-6 3-6 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 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 3=0-1-8 Max Horz 1=27(LC 12) Max Uplift 3=-12(LC 9) Max Grav 1=107(LC 18), 3=109(LC 18) 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J21F Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858167 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:38 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-8qESWqvFbPX6na9ro8VsmXNJzhZxWtKleKiNSAz_UtF Scale = 1:13.7 1 2 3 43x4 2-0-0 2-0-0 -2-0-0 2-0-0 2-0-0 2-0-0 2-7-5 0-7-5 0- 4 - 3 1- 7 - 1 3 1- 4 - 3 6.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.43 0.21 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 4-7 4-7 2 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 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=Mechanical Max Horz 2=46(LC 12) Max Uplift 2=-27(LC 12), 4=-17(LC 9) Max Grav 2=416(LC 19), 4=87(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J22 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858168 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:39 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-c0oqk9vuMifzPkk1Ls05JkwX?5xSFKavt_Rx?cz_UtE Scale = 1:11.0 1 2 3 4 3x4 2-0-0 2-0-0 -1-6-0 1-6-0 1-1-8 1-1-8 0- 4 - 7 1- 1 - 7 0- 3 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-0-10] 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 0.22 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 6 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 1-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=Mechanical Max Horz 2=35(LC 12) Max Uplift 2=-23(LC 12), 4=-11(LC 19) Max Grav 2=296(LC 19), 4=29(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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J22A Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858169 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:39 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-c0oqk9vuMifzPkk1Ls05Jkwal5y3FKavt_Rx?cz_UtE Scale = 1:8.4 1 2 4 3 3x6 0-8-0 0-8-0 1-6-8 0-10-8 0-8-0 0-8-0 1-6-8 0-10-8 0- 8 - 2 1- 1 - 7 0- 3 - 8 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-MR 0.05 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 4 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=Mechanical, 3=Mechanical Max Horz 4=13(LC 9) Max Grav 4=44(LC 18), 3=25(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J23 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858170 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:40 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-4CLDxVwW70nq1uJDvZXKryTiWVIs_np25eBUX2z_UtD Scale = 1:15.2 1 2 3 4 5 3x4 2-0-0 2-0-0 -1-6-0 1-6-0 2-0-0 2-0-0 2-4-8 0-4-8 0- 4 - 7 1- 1 1 - 7 0- 5 - 3 1- 6 - 4 1- 1 1 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-0-10] 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 0.24 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 8 8 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 8 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.All bearings Mechanical except (jt=length) 2=0-3-8, 3=0-1-8. (lb) - Max Horz 2=54(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4, 2, 5, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5, 3 except 2=337(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 4, 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J23A Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858171 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:41 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-YPvb9rx8uKvhe2uQTG2ZO9?wMudYjE3BKIw23Vz_UtC Scale = 1:12.8 1 5 2 3 43x6 1-6-8 1-6-8 1-6-8 1-6-8 1-11-0 0-4-8 0- 8 - 2 1- 1 1 - 7 0- 5 - 3 1- 6 - 4 1- 1 1 - 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-MR 0.04 0.02 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 5 5 3 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 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 2=0-1-8. (lb) - Max Horz 5=22(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 4, 2 Max Grav All reactions 250 lb or less at joint(s) 5, 3, 4, 2 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 at joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J24 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858172 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:41 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-YPvb9rx8uKvhe2uQTG2ZO9?t4uc0jE3BKIw23Vz_UtC Scale = 1:19.5 1 2 3 4 3x4 2-0-0 2-0-0 -1-6-0 1-6-0 2-0-0 2-0-0 3-7-8 1-7-8 0- 4 - 7 2- 9 - 7 0- 5 - 3 2- 4 - 4 2- 9 - 7 8.00 12 Plate Offsets (X,Y)-- [2:0-1-15,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.25 0.12 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 4-7 4-7 3 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 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=0-1-8, 2=0-3-8, 4=0-1-8 Max Horz 2=73(LC 12) Max Uplift 3=-30(LC 12), 2=-11(LC 12), 4=-4(LC 12) Max Grav 3=141(LC 19), 2=393(LC 19), 4=51(LC 19) 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J24F Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858173 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:42 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-0bTzMBymfd1YGCTc1_aowNY?4IuHShJLZygbbxz_UtB Scale = 1:20.6 1 2 8 3 44x4 2-0-0 2-0-0 -2-0-0 2-0-0 2-0-0 2-0-0 5-3-5 3-3-5 0- 4 - 3 2- 1 1 - 1 3 0- 4 - 1 1 2- 7 - 3 2- 1 1 - 1 3 6.00 12 Plate Offsets (X,Y)-- [2:0-1-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.43 0.38 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 12 lb FT = 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=0-1-8, 2=0-3-8, 4=Mechanical Max Horz 2=79(LC 12) Max Uplift 3=-35(LC 12), 2=-21(LC 12), 4=-16(LC 12) Max Grav 3=195(LC 19), 2=375(LC 19), 4=147(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J62F Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858174 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:43 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-Vn1LZXzOQxAPuM2oah51Ta4DiiAOB7ZUncP88Nz_UtA Scale = 1:14.6 1 2 3 8 9 4 3x4 JUS24 JUS24 6-0-0 6-0-0 -1-6-8 1-6-8 1-4-10 1-4-10 0- 4 - 7 1- 3 - 9 0- 3 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-0-10] 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 0.24 0.64 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.24 0.01 (loc) 4-7 4-7 2 l/defl >441 >298 n/a L/d 360 240 n/a PLATES MT20 Weight: 11 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 1-4-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=Mechanical Max Horz 2=39(LC 34) Max Uplift 2=-30(LC 12), 4=-3(LC 9) Max Grav 2=428(LC 19), 4=157(LC 20) 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 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: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=-73(B) 9=-133(B) July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J64F Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858175 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:43 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-Vn1LZXzOQxAPuM2oah51Ta4CQiG6B7ZUncP88Nz_UtA Scale = 1:17.0 1 2 3 4 4x4 6-0-0 6-0-0 -1-6-8 1-6-8 2-10-10 2-10-10 0- 4 - 7 2- 3 - 9 0- 3 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-0-8,0-0-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.26 0.21 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.07 0.00 (loc) 4-7 4-7 3 l/defl >999 >983 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 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 2-10-10 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=63(LC 12) Max Uplift 3=-14(LC 12), 2=-7(LC 12) Max Grav 3=122(LC 19), 2=396(LC 19), 4=81(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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J66F Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858176 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:44 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-z_bjntz0BFIGVVd?8PcG0odKl6cswape0G9igpz_Ut9 Scale = 1:22.0 1 2 8 3 43x4 6-0-0 6-0-0 -1-6-8 1-6-8 4-4-10 4-4-10 0- 4 - 7 3- 3 - 9 0- 3 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.41 0.24 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.09 0.00 (loc) 4-7 4-7 2 l/defl >999 >775 n/a L/d 360 240 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-10 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=85(LC 12) Max Uplift 3=-35(LC 12), 2=-4(LC 12) Max Grav 3=203(LC 19), 2=427(LC 19), 4=87(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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J67F Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858177 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:44 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-z_bjntz0BFIGVVd?8PcG0odFn6Y2wape0G9igpz_Ut9 Scale = 1:26.5 1 2 8 3 4 4x4 6-0-0 6-0-0 -1-6-8 1-6-8 5-9-8 5-9-8 0- 4 - 7 4- 2 - 1 3 0- 3 - 8 8.00 12 Plate Offsets (X,Y)-- [2:0-1-0,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.73 0.48 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.17 0.01 (loc) 4-7 4-7 2 l/defl >632 >428 n/a L/d 360 240 n/a PLATES MT20 Weight: 17 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 2-2-0 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=107(LC 12) Max Uplift 3=-51(LC 12), 2=-2(LC 12) Max Grav 3=263(LC 19), 2=437(LC 19), 4=92(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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss J68F Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858178 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:45 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-RA96_D_fyYQ77fCBi67VY?APvWu7f13nFwuFCGz_Ut8 Scale = 1:30.9 1 2 9 10 11 3 4 5 4x4 6-0-0 6-0-0 -1-6-8 1-6-8 6-0-0 6-0-0 7-1-4 1-1-4 0- 4 - 7 5- 1 - 5 0- 5 - 3 4- 8 - 1 5- 1 - 5 8.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-0-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.77 0.49 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.17 0.01 (loc) 5-8 5-8 2 l/defl >640 >421 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 2=0-3-8, 3=0-1-8. (lb) - Max Horz 2=122(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 4, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 2=410(LC 19), 3=323(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-8 to 1-5-8, Interior(1) 1-5-8 to 2-9-9, Exterior(2R) 2-9-9 to 7-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss M01 Truss Type Roof Special Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858179 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:46 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-vMjUCZ?HjsY_lpnNGqek5Dic?vJ5OTjxUaepkiz_Ut7 Scale = 1:14.7 1 2 3 4 6 5 10 11 12 13 4x6 3x4 3x6 1.5x4 3x4 JUS24 JUS24 2-6-10 2-6-10 4-11-8 2-4-14 -2-3-13 2-3-13 2-6-10 2-6-10 3-2-0 0-7-5 4-11-8 1-9-8 0- 4 - 1 1- 4 - 4 1- 7 - 1 4 1- 0 - 1 2 0- 3 - 8 1- 4 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [3:0-3-0,0-1-8] 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-MP 0.69 0.19 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals, 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=37(LC 44) Max Uplift 2=-57(LC 6), 5=-54(LC 7) Max Grav 2=661(LC 28), 5=399(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-429/49 BOT CHORD 2-6=-58/399, 5-6=-63/396 WEBS 3-5=-450/62 NOTES-(17) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 302 lb down and 97 lb up at 3-2-9, and 73 lb down and 21 lb up at 4-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 5-7=-14 Concentrated Loads (lb) Vert: 10=-206 11=-73 12=-6(B) 13=-5(B) July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss M02 Truss Type Monopitch Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858180 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:47 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-NZGsPu0vUAgrMzLapX9zdQFrTJdH7xY4iDNMH8z_Ut6 Scale = 1:17.0 1 2 3 48 9 3x4 4x4 3x4 4-11-8 4-11-8 -2-3-13 2-3-13 4-11-8 4-11-8 0- 4 - 1 2- 4 - 1 3 2- 1 - 5 0- 3 - 8 2- 4 - 1 3 5.00 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 IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.38 0.19 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.05 0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=61(LC 11) Max Uplift 2=-37(LC 8), 4=-9(LC 12) Max Grav 2=517(LC 19), 4=233(LC 19) 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-3-13 to 0-7-13, Interior(1) 0-7-13 to 1-9-12, Exterior(2E) 1-9-12 to 4-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 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. July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss M03 Truss Type Roof Special Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858181 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:48 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-rlqEdE0XFToi_7wmNFgCAeozijwJsNwDxt7vpbz_Ut5 Scale = 1:20.2 1 2 3 4 6 5 10 11 12 13 4x6 3x4 3x6 1.5x4 3x4 5-6-10 5-6-10 7-5-8 1-10-14 -2-3-13 2-3-13 5-6-10 5-6-10 6-2-0 0-7-5 7-5-8 1-3-8 0- 4 - 1 2- 7 - 4 2- 1 0 - 1 4 2- 3 - 1 2 0- 3 - 8 2- 7 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [3:0-3-0,0-1-8] 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 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.61 0.40 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.07 0.00 (loc) 6-9 6-9 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 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=67(LC 48) Max Uplift 2=-45(LC 12), 5=-38(LC 9) Max Grav 2=750(LC 30), 5=436(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-419/22 BOT CHORD 2-6=-19/282, 5-6=-23/263 WEBS 3-5=-492/41 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -2-3-13 to 0-7-13, Interior(1) 0-7-13 to 1-7-5, Exterior(2R) 1-7-5 to 5-10-3, Exterior(2E) 5-10-3 to 7-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 258 lb down and 142 lb up at 6-2-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 5-7=-14 Concentrated Loads (lb) Vert: 12=-167 July 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1093179A-1 Truss M04 Truss Type Roof Special Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13858182 8.430 s Jun 2 2021 MiTek Industries, Inc. Wed Jul 7 09:54:49 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:GyMs8y_Jqp4IfL_bvY0QZ_z36mS-JxOcqa190nwZcHVyxyCRjrK7E7JvbmzNAXsTL1z_Ut4 Scale = 1:19.4 1 2 3 4 5 8 7 6 12 13 14 15 16 17 4x6 4x5 1.5x4 1.5x4 3x8 4x4 3x4 JUS24 JUS24 2-6-10 2-6-10 4-9-10 2-3-0 7-5-8 2-7-14 -2-3-13 2-3-13 2-6-10 2-6-10 3-2-0 0-7-5 4-9-10 1-7-11 7-5-8 2-7-14 0- 4 - 1 1- 4 - 4 1- 7 - 1 4 1- 0 - 1 2 0- 3 - 8 1- 4 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-0-14,Edge], [3:0-3-0,0-1-8], [6:Edge,0-2-0], [7:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.69 0.25 0.33 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 6=0-1-8 Max Horz 2=37(LC 9) Max Uplift 2=-60(LC 6), 6=-52(LC 11) Max Grav 2=736(LC 28), 6=504(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-715/66, 3-4=-796/78, 4-5=-796/78, 5-6=-465/54 BOT CHORD 2-8=-69/669, 7-8=-75/672 WEBS 4-7=-365/62, 5-7=-89/865 NOTES-(17) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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) 6 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) 6. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 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) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 lb down and 73 lb up at 3-2-9, and 76 lb down and 17 lb up at 4-0-12, and 110 lb down and 36 lb up at 6-0-12 on top chord, and 38 lb down and 15 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 6-9=-14 Concentrated Loads (lb) Vert: 12=-69 13=-76 14=-75 15=3(F) 16=1(F) 17=-38 July 7,2021 ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 PR O D U C T C O D E A P P R O V A L S JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G LA T E R A L B R A C I N G L O C A T I O N In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r w h e r e b e a r i n g s o c c u r . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T , I o r E l i m i n a t o r b r a c i n g if i n d i c a t e d . Th e f i r s t d i m e n s i o n i s t h e p l a t e wi d t h m e a s u r e d p e r p e n d i c u l a r to s l o t s . S e c o n d d i m e n s i o n i s th e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - Ce n t e r p l a t e o n j o i n t u n l e s s x , y of f s e t s a r e i n d i c a t e d . Di m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . Ap p l y p l a t e s t o b o t h s i d e s o f t r u s s an d f u l l y e m b e d t e e t h . 1 "4/3 PL A T E L O C A T I O N A N D O R I E N T A T I O N Sy m b o l s Nu m b e r i n g S y s t e m 1. A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I 1 . 2. T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T , I , o r E l i m i n a t o r b r a c i n g s h o u l d b e c o n s i d e r e d . 3. N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4. P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5. C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6. P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7. D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8. U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9. U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 10 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 11 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 12 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 13 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 14 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 15 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 16 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 17 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 18 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 19 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 20 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . Fa i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y Da m a g e o r P e r s o n a l I n j u r y Ge n e r a l S a f e t y N o t e s * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I 1 : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 0 6 M i T e k ® A l l R i g h t s R e s e r v e d WE B S ed g e o f t r u s s . fr o m o u t s i d e " 16 /1 -0 IC C - E S R e p o r t s : ES R - 1 3 1 1 , E S R - 1 3 5 2 , E R - 5 2 4 3 , 9 6 0 4 B , 97 3 0 , 9 5 - 4 3 , 9 6 - 3 1 , 9 6 6 7 A NE R - 4 8 7 , N E R - 5 6 1 95 1 1 0 , 8 4 - 3 2 , 9 6 - 6 7 , E R - 3 9 0 7 , 9 4 3 2 A JO I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E AR O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O TH E L E F T . CH O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T NU M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W1-7 C1-8 C5 - 6 C6 - 7 C7 - 8 C4-5 C3- 4 C2 - 3 C1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 BO T T O M C H O R D S TO P C H O R D S BE A R I N G In d i c a t e s l o c a t i o n w h e r e b e a r i n g s (s u p p o r t s ) o c c u r . I c o n s v a r y b u t re a c t i o n s e c t i o n i n d i c a t e s j o i n t nu m b e r w h e r e b e a r i n g s o c c u r . In d i c a t e d b y s y m b o l s h o w n a n d / o r by t e x t i n t h e b r a c i n g s e c t i o n o f t h e ou t p u t . U s e T , I o r E l i m i n a t o r b r a c i n g if i n d i c a t e d . 4 x 4 PL A T E S I Z E Th i s s y m b o l i n d i c a t e s t h e re q u i r e d d i r e c t i o n o f s l o t s i n co n n e c t o r p l a t e s . " 16 /1 Fo r 4 x 2 o r i e n t a t i o n , l o c a t e pl a t e s 0 - 1 "4/3 PL A T E L O C A T I O N A N D O R I E N T A T I O N Sy m b o l s Nu m b e r i n g S y s t e m Ge n e r a l S a f e t y N o t e s * Pl a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 so f t w a r e o r u p o n r e q u e s t . In d u s t r y S t a n d a r d s : AN S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . DS B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . BC S I 1 : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6- 4 - 8 di m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s WE B S