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Roof Truss EngineeringTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1090712A The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: Soundbuilt NW, LLC Terry Powell June 9,2021 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 I13805571I13805521 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 J1090712A Truss A01 Truss Type California Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805521 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:30 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-m0z_KiBpL00HRTPzX?2p9aO3knFSdZnqP217Hiz83nJ Scale = 1:55.2 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 12 24 25 26 27 28 29 30 31 32 33 7x8 8x10 MT18HS 8x10 MT18HS 5x10 MT18HS 5x10 MT18HS 3x4 2x4 6x8 2x4 2x4 4x10 4x4 6x8 3x4 3x4 2x4 4x10 THD26 JUS24 JUS24 JUS24 JUS24 JUS24 5-11-14 5-11-14 9-7-8 3-7-10 12-0-2 2-4-10 15-6-8 3-6-7 19-2-11 3-8-3 23-0-9 3-9-14 25-11-15 2-11-7 30-0-0 4-0-1 -1-6-0 1-6-0 5-11-14 5-11-14 9-7-8 3-7-10 12-0-2 2-4-10 15-6-8 3-6-7 19-2-11 3-8-3 22-1-1 2-10-6 23-0-9 0-11-8 25-11-15 2-11-7 30-0-0 4-0-1 31-6-0 1-6-0 0- 4 - 1 3- 4 - 4 4- 4 - 3 0- 4 - 1 3- 4 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-3-13,0-2-4], [5:0-4-0,0-3-12], [8:0-2-0,0-3-4], [10:0-4-15,0-2-12], [14:0-4-12,0-1-12], [15:0-4-4,0-1-8], [18:0-4-0,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.91 0.97 0.90 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.50 -0.75 0.17 (loc) 14-15 14-15 10 l/defl >714 >482 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 169 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-5: 2x4 HF No.2, 5-8: 2x6 DF SS BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 4-18,8-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-2 oc purlins, except 2-0-0 oc purlins (2-4-6 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-18 REACTIONS. (size)10=(0-5-8 + bearing block) (req. 0-5-15), 2=0-5-8 Max Horz 2=-53(LC 62) Max Uplift 10=-222(LC 11), 2=-131(LC 10) Max Grav 10=3609(LC 34), 2=2432(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5557/285, 3-4=-5143/320, 4-5=-5072/315, 5-6=-9013/583, 6-7=-9008/582, 7-8=-10002/653, 8-9=-8128/488, 9-10=-8128/469 BOT CHORD 2-19=-222/5087, 18-19=-222/5087, 17-18=-363/7272, 15-17=-365/7278, 14-15=-562/10002, 13-14=-386/7540, 12-13=-388/7481, 10-12=-388/7481 WEBS 3-18=-613/104, 4-18=-210/3657, 5-18=-4245/292, 5-15=-164/2396, 6-15=-617/72, 7-15=-1544/257, 7-14=-371/667, 8-14=-245/3294, 8-13=0/458, 9-13=-296/292 NOTES-(19) 1) 2x6 DF SS bearing block 12" long at jt. 10 attached to front face with 3 rows of 10d (0.131"x3") nails spaced 3" o.c. 12 Total fasteners. Bearing is assumed to be HF No.2. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 10 and 131 lb uplift at joint 2. 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 THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent at 19-3-12 from the left end to connect truss(es) to front face of bottom chord. 14) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 19-11-4 from the left end to 27-11-4 to connect truss(es) to front face of bottom chord. 15) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent at 23-11-4 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 358 lb down and 102 lb up at 19-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 19) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) StandardContinued on page 2 June 9,2021 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 J1090712A Truss A01 Truss Type California Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805521 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:31 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-FCXMX2CR6K882d_A5jZ2ioxETBbhM00_eimgp8z83nI LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-66, 5-8=-66, 8-11=-66, 2-10=-14 Concentrated Loads (lb) Vert: 14=-2489(F) 12=-35(F) 27=-291 30=-83(F) 31=-87(F) 32=-58(F) 33=-183(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1090712A Truss A02 Truss Type California Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805522 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:32 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-jO5klOD3teG?gmYMeQ4HE?TSUb_p5cd7tMWDMbz83nH Scale = 1:54.6 1 2 3 4 5 6 7 8 9 13 12 11 10 20 21 4x8 4x8 3x8 3x6 3x4 1.5x4 3x8 1.5x4 3x4 1.5x4 3x8 9-4-4 9-4-4 15-0-0 5-7-12 20-7-12 5-7-12 30-0-0 9-4-4 -1-6-0 1-6-0 4-8-9 4-8-9 9-4-4 4-7-11 9-10-15 0-6-11 15-0-0 5-1-1 20-1-1 5-1-1 20-7-12 0-6-11 25-3-7 4-7-11 30-0-0 4-8-9 31-6-0 1-6-0 0- 4 - 1 4- 2 - 4 4- 5 - 1 0 0- 4 - 1 4- 2 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-8-4,0-0-6], [4:0-4-4,0-1-4], [6:0-4-4,0-1-4], [8:0-8-4,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.70 0.72 0.37 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.36 0.12 (loc) 11 13-16 8 l/defl >999 >994 n/a L/d 360 240 n/a PLATES MT20 Weight: 116 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 2-7-6 oc purlins, except 2-0-0 oc purlins (2-8-1 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=51(LC 10) Max Uplift 2=-78(LC 6), 8=-78(LC 7) Max Grav 2=1584(LC 31), 8=1584(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2979/152, 3-4=-2385/134, 4-5=-2682/183, 5-6=-2682/183, 6-7=-2385/134, 7-8=-2979/152 BOT CHORD 2-13=-106/2710, 11-13=-64/2186, 10-11=-59/2186, 8-10=-93/2710 WEBS 3-13=-664/122, 4-13=0/360, 4-11=-60/615, 5-11=-668/100, 6-11=-60/615, 6-10=0/360, 7-10=-664/123 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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 78 lb uplift at joint 2 and 78 lb uplift at joint 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss A03 Truss Type California Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805523 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:33 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-Bbf6ykEhexPsIw7YC8bWnD0bv?LQqyKG50Fnu1z83nG Scale = 1:54.6 1 2 3 4 5 6 7 8 13 12 11 10 9 20 21 22 23 4x8 4x6 3x8 3x6 3x4 1.5x4 3x4 3x8 3x4 1.5x4 3x8 5-5-12 5-5-12 11-4-4 5-10-8 18-7-12 7-3-8 24-6-4 5-10-8 30-0-0 5-5-12 -1-6-0 1-6-0 5-5-12 5-5-12 11-4-4 5-10-8 11-10-15 0-6-11 18-1-1 6-2-2 18-7-12 0-6-11 24-6-4 5-10-8 30-0-0 5-5-12 31-6-0 1-6-0 0- 4 - 1 5- 0 - 4 5- 3 - 1 0 0- 4 - 1 5- 0 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-8-4,0-0-6], [4:0-4-0,0-1-4], [5:0-2-0,0-1-12], [7:0-8-4,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.79 0.70 0.79 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.33 0.14 (loc) 12-13 10-12 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 123 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-5: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-10: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except 2-0-0 oc purlins (3-11-15 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=-61(LC 11) Max Uplift 2=-76(LC 10), 7=-74(LC 11) Max Grav 2=1729(LC 31), 7=1724(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3332/111, 3-4=-2435/109, 4-5=-2080/114, 5-6=-2387/109, 6-7=-3309/105 BOT CHORD 2-13=-110/3002, 12-13=-110/3002, 10-12=-27/2116, 9-10=-44/2978, 7-9=-44/2978 WEBS 3-12=-923/117, 4-12=0/440, 4-10=-268/215, 5-10=0/481, 6-10=-966/116 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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 76 lb uplift at joint 2 and 74 lb uplift at joint 7. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss A04 Truss Type California Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805524 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:35 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-7zmtNQFyAZfZXEHxKZd_sd5vYo_hIywZZKkuyvz83nE Scale = 1:54.6 1 2 3 4 5 6 7 8 13 12 11 10 9 20 21 22 23 4x8 5x6 4x6 3x6 3x4 1.5x4 3x4 3x8 3x4 1.5x4 4x6 6-7-0 6-7-0 13-4-4 6-9-4 16-7-12 3-3-8 23-5-0 6-9-4 30-0-0 6-7-0 -1-6-0 1-6-0 6-7-0 6-7-0 13-4-4 6-9-4 13-10-15 0-6-11 16-1-1 2-2-2 16-7-12 0-6-11 23-5-0 6-9-4 30-0-0 6-7-0 31-6-0 1-6-0 0- 4 - 1 5- 1 0 - 4 6- 1 - 1 0 0- 4 - 1 5- 1 0 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-1-2,Edge], [4:0-4-4,0-1-4], [5:0-1-12,0-2-4], [7:0-1-2,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 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.90 0.84 0.40 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.37 0.16 (loc) 12 12-13 7 l/defl >999 >968 n/a L/d 360 240 n/a PLATES MT20 Weight: 126 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-5-5 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 6-10 REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=-70(LC 11) Max Uplift 2=-87(LC 10), 7=-85(LC 11) Max Grav 2=1883(LC 31), 7=1880(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3638/134, 3-4=-2532/85, 4-5=-2160/97, 5-6=-2498/81, 6-7=-3624/128 BOT CHORD 2-13=-134/3268, 12-13=-134/3268, 10-12=-11/2183, 9-10=-59/3252, 7-9=-59/3252 WEBS 3-12=-1144/132, 4-12=-9/502, 4-10=-258/200, 5-10=-8/562, 6-10=-1181/131 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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 87 lb uplift at joint 2 and 85 lb uplift at joint 7. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss A05 Truss Type Common Qty 10 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805525 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:35 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-7zmtNQFyAZfZXEHxKZd_sd5uGo0TIyDZZKkuyvz83nE Scale = 1:52.9 1 2 3 4 5 6 7 12 11 10 9 8 19 20 21 22 5x6 4x5 3x6 3x4 3x4 1.5x4 3x4 3x4 1.5x4 4x5 4-8-12 4-8-12 11-5-4 6-8-8 18-6-12 7-1-7 25-3-4 6-8-8 30-0-0 4-8-12 -1-6-0 1-6-0 7-4-2 7-4-2 15-0-0 7-7-14 22-7-14 7-7-14 30-0-0 7-4-2 31-6-0 1-6-0 0- 4 - 1 6- 7 - 1 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [9:0-1-12,0-1-8], [11:0-1-12,0-1-8] 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 0.99 0.73 0.44 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.35 0.11 (loc) 9-11 9-11 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 121 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. 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=78(LC 10) Max Uplift 2=-94(LC 10), 6=-94(LC 11) Max Grav 2=1343(LC 2), 6=1343(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2756/132, 3-4=-2105/123, 4-5=-2105/123, 5-6=-2756/133 BOT CHORD 2-12=-136/2497, 11-12=-168/2350, 9-11=-18/1532, 8-9=-91/2350, 6-8=-58/2497 WEBS 4-9=-42/740, 5-9=-756/163, 5-8=0/268, 4-11=-42/740, 3-11=-756/163, 3-12=0/268 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at joint 6. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss A06 Truss Type California Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805526 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:37 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-3Mudo5HCiAvHmYRJR_gSx2BHCcg0msKs0eD_1oz83nC Scale = 1:54.6 1 2 3 4 5 6 7 8 9 13 12 11 10 20 21 22 23 24 25 4x10 4x10 3x10 4x6 3x4 1.5x4 3x8 1.5x4 3x4 1.5x4 3x10 9-4-4 9-4-4 15-0-0 5-7-12 20-7-12 5-7-12 30-0-0 9-4-4 -1-6-0 1-6-0 4-8-9 4-8-9 9-4-4 4-7-11 9-10-15 0-6-11 15-0-0 5-1-1 20-1-1 5-1-1 20-7-12 0-6-11 25-3-7 4-7-11 30-0-0 4-8-9 31-6-0 1-6-0 0- 4 - 1 4- 2 - 4 4- 5 - 1 0 0- 4 - 1 4- 2 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-10-4,0-0-10], [4:0-5-0,0-1-4], [6:0-5-0,0-1-4], [8:0-10-4,0-0-10] 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-MSH 0.83 0.85 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.34 -0.46 0.16 (loc) 11 11 8 l/defl >999 >781 n/a L/d 360 240 n/a PLATES MT20 Weight: 116 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 2-2-0 oc purlins, except 2-0-0 oc purlins (2-5-13 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=-51(LC 15) Max Uplift 2=-125(LC 10), 8=-125(LC 11) Max Grav 2=1855(LC 31), 8=1855(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3664/261, 3-4=-3075/198, 4-5=-3171/246, 5-6=-3171/246, 6-7=-3075/198, 7-8=-3664/261 BOT CHORD 2-13=-240/3338, 11-13=-140/2745, 10-11=-103/2745, 8-10=-190/3338 WEBS 3-13=-610/145, 4-13=0/341, 4-11=-110/707, 5-11=-668/127, 6-11=-110/707, 6-10=0/341, 7-10=-610/145 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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 125 lb uplift at joint 2 and 125 lb uplift at joint 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) 132 lb down and 50 lb up at 12-0-12, 140 lb down and 53 lb up at 14-0-12, and 140 lb down and 53 lb up at 15-11-4, and 132 lb down and 50 lb up at 17-11-4 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, 4-6=-66, 6-9=-66, 14-17=-14 Concentrated Loads (lb) Vert: 21=-66 22=-70 23=-70 24=-66 June 9,2021 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 J1090712A Truss A07 Truss Type California Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805527 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:40 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-UxamQ7J4_5Hsd?Au66D9ZhpmGphxz31IibSfe7z83n9 Scale = 1:55.0 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 8x10 8x10 5x8 MT18HS 6x10 MT18HS 3x4 2x4 3x4 3x4 3x4 2x4 4x10 2x4 3x4 4x6 5x8 MT18HS JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 4-0-1 4-0-1 6-11-7 2-11-7 11-10-14 4-11-7 12-0-10 0-1-12 17-1-13 5-1-3 23-0-9 5-10-12 26-0-0 2-11-7 30-0-0 4-0-1 -1-6-0 1-6-0 4-0-1 4-0-1 6-11-7 2-11-7 7-1-3 0-1-12 12-0-10 4-11-7 17-1-13 5-1-3 22-10-13 5-9-0 23-0-9 0-1-12 26-0-0 2-11-7 30-0-0 4-0-1 31-6-0 1-6-0 0- 4 - 1 3- 4 - 4 3- 7 - 1 0 0- 4 - 1 3- 4 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-4-15,0-2-12], [4:0-3-4,Edge], [7:0-3-4,Edge], [9:0-5-15,0-2-12], [13:0-1-12,0-1-8], [15:0-4-8,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.91 0.84 0.98 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.49 -0.71 0.15 (loc) 13-15 13-15 9 l/defl >742 >504 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 163 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 4-7: 2x6 DF SS BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-3 oc purlins, except 2-0-0 oc purlins (2-6-9 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 9=0-5-8 Max Horz 2=-41(LC 11) Max Uplift 2=-145(LC 10), 9=-145(LC 11) Max Grav 2=2973(LC 31), 9=2972(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6397/269, 3-4=-6161/272, 4-5=-7633/440, 5-6=-7633/440, 6-7=-7836/461, 7-8=-6182/268, 8-9=-6388/270 BOT CHORD 2-17=-244/5868, 16-17=-244/5868, 15-16=-226/5642, 13-15=-400/7836, 12-13=-202/5660, 11-12=-204/5859, 9-11=-204/5859 WEBS 3-16=-298/141, 4-16=0/460, 7-12=0/488, 8-12=-291/178, 4-15=-222/2476, 5-15=-908/213, 6-15=-343/48, 6-13=-952/244, 7-13=-243/2604 NOTES-(16) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 2 and 145 lb uplift at joint 9. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) 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 27-11-4 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) 358 lb down and 102 lb up at 10-0-12, 324 lb down and 104 lb up at 12-0-12, 270 lb down and 104 lb up at 14-0-12, 270 lb down and 104 lb up at 15-11-4, and 324 lb down and 104 lb up at 17-11-4, and 358 lb down and 102 lb up at 19-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-7=-66, 7-10=-66, 2-9=-14 Concentrated Loads (lb) Vert: 14=-79(B) 17=-35(B) 11=-35(B) 15=-83(B) 5=-254 22=-291 24=-200 25=-200 27=-254 28=-291 29=-183(B) 30=-58(B) 31=-87(B) 32=-83(B) 33=-79(B) 34=-83(B) 35=-83(B) 36=-87(B) 37=-58(B) 38=-183(B) June 9,2021 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 J1090712A Truss B01 Truss Type California Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805528 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:41 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-y778eTKilPPjF9k5gpkO6uLxvD6eifsSxFBCAZz83n8 Scale = 1:35.0 1 2 3 4 5 6 10 9 8 7 15 16 17 5x16 4x10 3x10 3x10 2x4 1.5x4 3x10 2x4 4x6 JUS26-2 5-4-4 5-4-4 6-0-8 0-8-4 9-7-8 3-7-0 13-10-12 4-3-4 19-3-0 5-4-4 -1-6-0 1-6-0 5-4-4 5-4-4 5-10-15 0-6-11 6-0-8 0-1-9 9-7-8 3-7-0 13-4-1 3-8-9 13-10-12 0-6-11 19-3-0 5-4-4 0- 4 - 1 2- 6 - 4 2- 9 - 1 0 0- 4 - 1 2- 6 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-3-1,0-1-8], [3:0-11-12,0-2-0], [5:0-5-0,0-1-4], [6:0-5-0,0-1-3], [8:0-2-12,0-1-8], [9:0-4-0,0-2-0] 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.91 0.55 0.43 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.26 0.05 (loc) 8 8-9 6 l/defl >999 >885 n/a L/d 360 240 n/a PLATES MT20 Weight: 88 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, except 2-0-0 oc purlins (2-8-2 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=42(LC 10) Max Uplift 6=-87(LC 11), 2=-71(LC 10) Max Grav 6=1179(LC 32), 2=1818(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3561/201, 3-4=-3452/243, 4-5=-3437/240, 5-6=-2740/201 BOT CHORD 2-10=-145/3270, 9-10=-153/3232, 8-9=-159/3299, 7-8=-147/2482, 6-7=-145/2506 WEBS 3-10=-27/484, 4-8=-642/83, 5-8=-68/1145, 3-9=-87/943, 3-8=-346/484 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 6 and 71 lb uplift at joint 2. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use USP JUS26-2 (With 4-16d nails into Girder & 4-16d nails into Truss) or equivalent at 6-0-8 from the left end to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 5-6=-66, 2-6=-14 Concentrated Loads (lb) Vert: 9=-988(F) 16=-79 17=-29 June 9,2021 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 J1090712A Truss B02 Truss Type California Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805529 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:42 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-QJhWrpLLWiXatJJHEXFde6uDqdSOR9YbAvxli?z83n7 Scale = 1:35.1 1 2 3 4 5 6 7 9 8 16 4x5 4x8 4x5 4x4 3x8 1.5x4 3x4 1.5x4 7-4-4 7-4-4 11-10-12 4-6-8 19-3-0 7-4-4 -1-6-0 1-6-0 3-7-7 3-7-7 7-4-4 3-8-13 7-10-15 0-6-11 11-4-1 3-5-2 11-10-12 0-6-11 15-7-9 3-8-13 19-3-0 3-7-7 0- 4 - 1 3- 4 - 4 3- 7 - 1 0 0- 4 - 1 3- 4 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-2-5], [4:0-2-0,0-1-12], [5:0-4-0,0-1-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.45 0.52 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.16 0.06 (loc) 8-9 8-12 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 71 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 3-8-11 oc purlins, except 2-0-0 oc purlins (4-6-4 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)7=Mechanical, 2=0-5-8 Max Horz 2=49(LC 14) Max Uplift 7=-37(LC 11), 2=-55(LC 10) Max Grav 7=1009(LC 31), 2=1179(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2050/82, 3-4=-1532/61, 4-5=-1335/65, 5-6=-1594/64, 6-7=-2115/99 BOT CHORD 2-9=-81/1850, 8-9=-15/1381, 7-8=-64/1933 WEBS 3-9=-550/89, 4-9=0/301, 5-8=0/281, 6-8=-560/99 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 7 and 55 lb uplift at joint 2. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss B03 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805530 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:43 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-uWFu29LzH0fRUTuToEmsBJRPU1miAaOlOZgJESz83n6 Scale = 1:33.4 1 2 3 4 5 6 7 14 15 4x5 4x5 3x8 4x4 1.5x4 1.5x4 9-7-8 9-7-8 19-3-0 9-7-8 -1-6-0 1-6-0 5-0-5 5-0-5 9-7-8 4-7-3 14-2-11 4-7-3 19-3-0 5-0-5 0- 4 - 1 4- 4 - 3 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [4:0-2-0,0-2-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.40 0.64 0.37 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.28 0.04 (loc) 7-10 7-10 6 l/defl >999 >832 n/a L/d 360 240 n/a PLATES MT20 Weight: 65 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 4-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=60(LC 14) Max Uplift 6=-47(LC 11), 2=-68(LC 10) Max Grav 6=824(LC 18), 2=929(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1664/111, 3-4=-1106/56, 4-5=-1113/53, 5-6=-1686/117 BOT CHORD 2-7=-109/1512, 6-7=-71/1537 WEBS 4-7=0/511, 5-7=-659/127, 3-7=-638/121 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 6 and 68 lb uplift at joint 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss C01 Truss Type California Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805531 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:44 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-MipGGUMb2KnI6cTgLyI5jXzcdQDTv3judDQsnuz83n5 Scale: 1/2"=1' 1 2 3 4 5 6 9 8 7 14 15 16 17 18 19 20 3x6 5x8 5x8 3x6 2x4 4x8 1.5x4 2x4 3-4-4 3-4-4 6-6-8 3-2-4 9-8-12 3-2-4 13-1-0 3-4-4 3-4-4 3-4-4 3-10-15 0-6-11 6-6-8 2-7-9 9-2-1 2-7-9 9-8-12 0-6-11 13-1-0 3-4-4 14-7-0 1-6-0 0- 4 - 1 1- 8 - 4 1- 1 1 - 1 0 0- 4 - 1 1- 8 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-2-4], [4:0-4-0,0-2-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.31 0.22 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.10 0.02 (loc) 8 8 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 58 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 4-4-10 oc purlins, except 2-0-0 oc purlins (3-11-3 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 5=0-5-8 Max Horz 1=-31(LC 51) Max Uplift 1=-1(LC 6), 5=-30(LC 7) Max Grav 1=731(LC 17), 5=843(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1567/13, 2-3=-1860/31, 3-4=-1860/31, 4-5=-1440/6 BOT CHORD 1-9=0/1404, 8-9=0/1372, 7-8=0/1295, 5-7=0/1319 WEBS 2-8=-12/599, 3-8=-518/64, 4-8=-20/616 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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 1 lb uplift at joint 1 and 30 lb uplift at joint 5. 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) 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: 1-2=-66, 2-4=-66, 4-6=-66, 1-5=-14 Concentrated Loads (lb) Vert: 15=-34 16=-29 17=-39 18=-39 19=-29 20=-34 June 9,2021 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 J1090712A Truss C02 Truss Type California Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805532 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:45 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-quNfTqNDpdv9km2svfpKGkWg5qP4eZf1st9PJKz83n4 Scale = 1:21.7 1 2 3 4 6 5 3x8 4x8 4x4 4x5 1.5x4 3x4 5-4-4 5-4-4 7-8-12 2-4-8 13-1-0 5-4-4 5-4-4 5-4-4 5-10-15 0-6-11 7-2-1 1-3-2 7-8-12 0-6-11 13-1-0 5-4-4 0- 4 - 1 2- 6 - 4 2- 9 - 1 0 0- 4 - 1 2- 6 - 4 5.00 12 Plate Offsets (X,Y)-- [1:0-3-6,0-1-8], [2:0-4-0,0-1-4], [4:0-2-6,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 0.71 0.77 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.14 0.02 (loc) 6-9 6-9 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 41 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 3-4-0 oc purlins, except 2-0-0 oc purlins (5-9-5 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 4=0-5-8 Max Horz 1=-25(LC 11) Max Uplift 1=-28(LC 10), 4=-26(LC 11) Max Grav 1=722(LC 30), 4=718(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1191/32, 2-3=-965/41, 3-4=-1149/33 BOT CHORD 1-6=-10/1013, 5-6=-11/996, 4-5=0/964 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 28 lb uplift at joint 1 and 26 lb uplift at joint 4. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss C03 Truss Type Common Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805533 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:46 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-I5x1hAOrax10Lwd2TNKZpy2oSEjCN?MB5Xvzrnz83n3 Scale = 1:21.5 1 2 3 4 3x8 3x8 1.5x4 4x4 6-6-8 6-6-8 13-1-0 6-6-8 6-6-8 6-6-8 13-1-0 6-6-8 0- 4 - 1 3- 0 - 1 2 0- 4 - 1 5.00 12 Plate Offsets (X,Y)-- [1:0-2-10,0-1-8], [3:0-2-10,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.92 0.91 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.22 0.01 (loc) 4-10 4-10 3 l/defl >964 >723 n/a L/d 360 240 n/a PLATES MT20 Weight: 35 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 3=Mechanical Max Horz 1=31(LC 10) Max Uplift 1=-32(LC 10), 3=-32(LC 11) Max Grav 1=615(LC 16), 3=615(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-863/41, 2-3=-863/41 BOT CHORD 1-4=-5/685, 3-4=-5/685 WEBS 2-4=0/272 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 1 and 32 lb uplift at joint 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. June 9,2021 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 J1090712A Truss D01 Truss Type California Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805534 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:48 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-FT3n6sP56YHjbEnRanM1uN8GY2airtNUYrO4wfz83n1 Scale = 1:20.8 1 2 3 4 5 6 9 8 7 17 18 19 20 21 22 23 3x8 5x10 4x10 4x4 2x4 4x8 1.5x4 2x4 1-9-12 1-9-12 5-4-0 3-6-4 8-10-4 3-6-4 11-0-8 2-2-4 1-9-12 1-9-12 2-4-7 0-6-11 5-4-0 2-11-9 8-3-9 2-11-9 8-10-4 0-6-11 11-0-8 2-2-4 12-6-8 1-6-0 0- 9 - 1 1 1- 6 - 3 1- 9 - 9 0- 7 - 1 3 1- 6 - 3 5.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-2-4], [4:0-3-12,0-1-0], [5:0-0-12,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.37 0.20 0.25 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.08 0.01 (loc) 8 8 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud - 1-9-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins, except 2-0-0 oc purlins (4-1-2 max.): 2-4. 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=-28(LC 11) Max Uplift 1=-66(LC 7), 5=-95(LC 11) Max Grav 1=699(LC 32), 5=881(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/124, 2-3=-1612/206, 3-4=-1617/208, 4-5=-1095/125 BOT CHORD 1-9=-91/1000, 8-9=-101/1023, 7-8=-97/983, 5-7=-91/981 WEBS 2-8=-83/633, 3-8=-488/111, 4-8=-96/674 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 19.0 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 66 lb uplift at joint 1 and 95 lb uplift at joint 5. 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) 174 lb down and 72 lb up at 2-5-3, 99 lb down and 40 lb up at 3-8-4, 152 lb down and 57 lb up at 5-4-0, and 99 lb down and 40 lb up at 6-11-12, and 174 lb down and 72 lb up at 8-2-14 on top chord, and 10 lb down and 10 lb up at 3-8-4, and 10 lb down and 10 lb up at 5-4-0, and 10 lb down and 10 lb up at 6-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-4=-66, 4-6=-66, 10-14=-14 Concentrated Loads (lb) Vert: 9=-16 8=-2 3=-82 7=-16 17=-75 18=-48 19=-48 21=-75 22=-1 23=-1 June 9,2021 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 J1090712A Truss D02 Truss Type California Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805535 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:49 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-jgc9JCQktsQaCOMd8VtGQagQVRuJaMUdnV7dS5z83n0 Scale = 1:21.0 1 2 3 4 5 6 7 10 8 19 20 21 22 9 3x10 4x4 4x8 4x4 3x6 3x4 1.5x4 3x4 3-7-12 3-7-12 4-2-8 0-6-12 6-4-4 2-1-12 10-8-8 4-4-4 3-7-12 3-7-12 4-2-7 0-6-11 5-9-9 1-7-2 6-4-4 0-6-11 10-8-8 4-4-4 12-2-8 1-6-0 0- 1 1 - 6 2- 5 - 0 2- 8 - 6 0- 7 - 1 3 2- 5 - 0 5.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [3:0-4-0,0-1-4], [6:0-2-8,0-0-15] 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-MP 0.43 0.37 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.01 (loc) 8-17 8-17 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 45 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 2x6 DF SS -t 2-6-0, Right 2x4 HF Stud -t 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (5-11-3 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 6=0-5-8, 9=0-5-8 Max Horz 1=-39(LC 11) Max Uplift 1=-57(LC 10), 6=-74(LC 11), 9=-41(LC 24) Max Grav 1=592(LC 31), 6=813(LC 31), 9=395(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-651/93, 3-4=-715/93, 4-6=-771/87 BOT CHORD 1-10=-62/617, 9-10=-67/651, 8-9=-67/651, 6-8=-51/711 WEBS 3-10=-326/66 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1, 74 lb uplift at joint 6 and 41 lb uplift at joint 9. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 57 lb up at 4-3-2, and 124 lb down and 29 lb up at 5-0-0, and 200 lb down and 57 lb up at 5-8-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-4=-66, 4-7=-66, 11-15=-14 Concentrated Loads (lb) Vert: 19=-151 20=-117 21=-151 June 9,2021 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 J1090712A Truss D03 Truss Type Common Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805536 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:50 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-BsAYWYRMeAYRqXwpiCPVzoDZErC0Jqqn?9tA_Yz83n? Scale = 1:20.9 1 2 3 4 5 6 7 16 3x10 4x4 3x8 3x4 1.5x4 4x4 5-0-0 5-0-0 10-8-8 5-8-8 5-0-0 5-0-0 10-8-8 5-8-8 12-2-8 1-6-0 0- 1 1 - 6 3- 0 - 6 0- 7 - 1 3 5.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [5:0-4-0,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 0.55 0.47 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.09 0.02 (loc) 7-14 7-14 1 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x6 DF SS -t 2-6-0, Right 2x4 HF Stud -t 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 5=0-5-8 Max Horz 1=-45(LC 11) Max Uplift 1=-23(LC 10), 5=-48(LC 11) Max Grav 1=505(LC 17), 5=653(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-512/74, 3-5=-486/34 BOT CHORD 1-7=0/449, 5-7=0/449 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 1 and 48 lb uplift at joint 5. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss E01 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805537 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:51 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-f2kwkuS_PTgIShV0GwwkW?mpiFe_2HHwEpckX_z83n_ Scale = 1:14.4 1 2 6 5 3 7 4 3x6 1.5x4 3x4 5-11-8 5-11-8 -1-6-0 1-6-0 1-10-15 1-10-15 0- 7 - 1 3 1- 5 - 6 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [3:0-2-0,0-1-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.25 0.10 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 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 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=0-3-8, 4=0-1-8, 3=0-1-8 Max Horz 6=29(LC 10) Max Uplift 6=-52(LC 34) Max Grav 6=311(LC 30), 4=58(LC 5), 3=145(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-290/44 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 6. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 lb down and 16 lb up at 2-0-12, and 13 lb down and 13 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-3=-66, 4-6=-14 Concentrated Loads (lb) Vert: 5=2 7=-10 June 9,2021 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 J1090712A Truss E02 Truss Type Roof Special Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805538 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:52 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-7FIIxESc9no93r4CpdRz2DIzsfy3ni13TTMH2Qz83mz Scale = 1:14.9 1 2 3 4 5 7 6 12 4x6 3x4 3x6 3x4 1.5x4 3x4 3-4-4 3-4-4 5-11-8 2-7-4 -1-6-0 1-6-0 3-4-4 3-4-4 3-10-15 0-6-11 5-11-8 2-0-9 0- 7 - 1 3 2- 0 - 0 2- 3 - 6 1- 8 - 8 0- 3 - 8 2- 0 - 0 5.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-0-7], [4:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.29 0.18 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 7 7 6 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 2x4 HF Stud -t 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. 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=53(LC 44) Max Uplift 2=-66(LC 10), 6=-73(LC 7) Max Grav 2=634(LC 28), 6=498(LC 27) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-486/72 BOT CHORD 2-7=-69/463, 6-7=-73/457 WEBS 4-6=-582/87 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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 66 lb uplift at joint 2 and 73 lb uplift at joint 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 455 lb down and 139 lb up at 3-11-10 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: 1-4=-66, 4-5=-66, 6-8=-14 Concentrated Loads (lb) Vert: 12=-383 June 9,2021 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 J1090712A Truss E03 Truss Type Monopitch Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805539 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:53 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-bRsg9ZTEw5w0h?fONLyCbQr2a3DVWBZDi75ratz83my Scale = 1:19.6 1 2 3 4 5 10 3x4 3x6 3x4 3x4 5-11-8 5-11-8 -1-6-0 1-6-0 5-11-8 5-11-8 0- 7 - 1 3 3- 1 - 1 0 2- 1 0 - 2 0- 3 - 8 3- 1 - 1 0 5.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-7], [5: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 0.68 0.48 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.16 0.03 (loc) 5-8 5-8 2 l/defl >636 >445 n/a L/d 360 240 n/a PLATES MT20 Weight: 22 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 2x4 HF Stud -t 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 5=0-1-8 Max Horz 2=83(LC 9) Max Uplift 2=-37(LC 10), 5=-30(LC 10) Max Grav 2=456(LC 17), 5=321(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-258/74 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 2 and 30 lb uplift at joint 5. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss E04 Truss Type Monopitch Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805540 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:53 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ndb7vHJ9h7b9kRtrPwrSTAyFx8N-bRsg9ZTEw5w0h?fONLyCbQr993K8WBODi75ratz83my Scale = 1:10.2 1 2 3 4 7 6 53x6 1.5x4 1.5x4 0-0-8 1-4-0 1-4-0 -1-6-0 1-6-0 1-3-8 1-3-8 1-4-0 0-0-8 1-11-8 0-7-8 0- 7 - 1 3 1- 5 - 1 0 1- 2 - 8 5.00 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-MSH 0.25 0.06 0.01 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 7 7 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 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)7=0-3-8, 6=0-1-8 Max Horz 7=31(LC 7) Max Uplift 7=-43(LC 6), 6=-26(LC 7) Max Grav 7=309(LC 17), 6=37(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-271/45 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 7 and 26 lb uplift at joint 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. June 9,2021 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 J1090712A Truss E05 Truss Type Monopitch Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805541 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:54 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-3dQ2MvUshO2tJ9Ebx2TR7eOKjSgzFefMwnrO6Jz83mx Scale = 1:8.9 1 2 3 4 6 53x6 4x4 1.5x4 0-0-8 1-4-0 1-4-0 -1-6-0 1-6-0 1-3-8 1-3-8 1-4-0 0-0-8 0- 7 - 1 3 1- 2 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-0-15] 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-MP 0.20 0.02 0.01 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 9 9 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 WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud -t 1-1-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-4-0 oc purlins. 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=28(LC 10) Max Uplift 2=-39(LC 6), 6=-42(LC 16) Max Grav 2=289(LC 17), 6=23(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 2 and 42 lb uplift at joint 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. June 9,2021 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 J1090712A Truss J22 Truss Type Jack-Open Qty 6 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805542 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:54 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-3dQ2MvUshO2tJ9Ebx2TR7eOKdSgjFepMwnrO6Jz83mx Scale = 1:9.0 1 2 3 4 5 3x4 2-0-0 2-0-0 -1-6-0 1-6-0 1-10-15 1-10-15 0- 4 - 1 1- 1 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-0-6,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 0.21 0.04 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 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=0-1-8, 2=0-5-8, 5=0-1-8 Max Horz 2=35(LC 10) Max Uplift 4=-9(LC 10), 2=-37(LC 6), 5=-5(LC 16) Max Grav 4=44(LC 17), 2=302(LC 17), 5=25(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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 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 9 lb uplift at joint 4, 37 lb uplift at joint 2 and 5 lb uplift at joint 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J22A Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805543 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:55 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-Yp_QaFVUSiAkxJpnVl_ggrwY7s0H_43W9Raxflz83mw Scale = 1:10.1 1 4 2 33x8 1-6-7 1-6-7 1-7-8 0-1-1 1-6-7 1-6-7 1-7-8 0-1-1 0- 9 - 1 1 1- 5 - 6 0- 3 - 8 5.00 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 0.03 0.01 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 4 4 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=0-3-8, 3=0-1-8, 2=0-1-8 Max Horz 4=18(LC 7) Max Uplift 2=-16(LC 10) Max Grav 4=69(LC 16), 3=24(LC 5), 2=55(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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, 2. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 2. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J22B Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805544 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:56 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-00XpnbW7D0IbYSOz2TVvD3TgQGLbjXJfO5KVBCz83mv Scale = 1:10.1 1 2 5 3 43x6 2-0-0 2-0-0 -1-6-0 1-6-0 1-10-15 1-10-15 0- 7 - 1 3 1- 5 - 6 0- 3 - 8 5.00 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 0.25 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 4-5 4-5 3 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 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-3-8, 4=0-1-8, 3=0-1-8 Max Horz 5=31(LC 10) Max Uplift 5=-38(LC 6), 4=-7(LC 17), 3=-18(LC 16) Max Grav 5=325(LC 17), 4=25(LC 5), 3=31(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-292/44 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 5, 7 lb uplift at joint 4 and 18 lb uplift at joint 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J24 Truss Type Jack-Open Qty 4 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805545 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:56 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-00XpnbW7D0IbYSOz2TVvD3TgwGK9jXJfO5KVBCz83mv Scale = 1:13.3 1 2 3 43x4 2-0-0 2-0-0 -1-6-0 1-6-0 2-0-0 2-0-0 3-10-15 1-10-15 0- 4 - 1 1- 1 1 - 1 0 0- 4 - 7 1- 7 - 3 1- 1 1 - 1 0 5.00 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 0.22 0.17 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 7 4-7 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-5-8, 4=0-1-8 Max Horz 2=56(LC 10) Max Uplift 3=-28(LC 10), 2=-34(LC 6), 4=-8(LC 10) Max Grav 3=133(LC 17), 2=359(LC 17), 4=75(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 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 28 lb uplift at joint 3, 34 lb uplift at joint 2 and 8 lb uplift at joint 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J24A Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805546 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:57 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-UC5B_xWl_JQSAcz9cA18lG0qnghsS_Yocl32jez83mu Scale = 1:14.4 1 2 5 3 43x6 2-0-0 2-0-0 -1-6-0 1-6-0 2-0-0 2-0-0 3-10-15 1-10-15 0- 7 - 1 3 2- 3 - 6 0- 4 - 7 1- 1 0 - 1 5 2- 3 - 6 5.00 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 0.28 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-3-8, 3=0-1-8, 4=0-1-8 Max Horz 5=52(LC 10) Max Uplift 5=-34(LC 6), 3=-33(LC 10), 4=-7(LC 16) Max Grav 5=397(LC 17), 3=145(LC 17), 4=31(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-394/50 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 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 34 lb uplift at joint 5, 33 lb uplift at joint 3 and 7 lb uplift at joint 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J26 Truss Type Jack-Open Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805547 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:57 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-UC5B_xWl_JQSAcz9cA18lG0m1gaSS_Yocl32jez83mu Scale = 1:17.7 1 2 3 43x6 2-0-0 2-0-0 -1-6-0 1-6-0 2-0-0 2-0-0 5-10-15 3-10-15 0- 4 - 1 2- 9 - 1 0 0- 4 - 7 2- 5 - 3 2- 9 - 1 0 5.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8] 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 0.52 0.55 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.02 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=0-5-8, 4=0-1-8 Max Horz 2=78(LC 10) Max Uplift 3=-44(LC 10), 2=-27(LC 6), 4=-37(LC 10) Max Grav 3=210(LC 17), 2=280(LC 17), 4=227(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 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 44 lb uplift at joint 3, 27 lb uplift at joint 2 and 37 lb uplift at joint 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J32 Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805548 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:58 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-yOfZCHXNldYJomYMAuYNIUY?T41FBRoyrPpbF4z83mt Scale = 1:10.1 1 2 3 5 6 4 3x6 2-10-0 2-10-0 -1-6-0 1-6-0 1-10-15 1-10-15 0- 7 - 1 3 1- 5 - 6 0- 3 - 8 5.00 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 0.28 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 0.00 (loc) 4-5 4-5 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 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-3-8, 4=0-1-8 Max Horz 5=43(LC 7) Max Uplift 5=-43(LC 6) Max Grav 5=336(LC 17), 4=48(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-324/62 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 5. 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. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 6=-5 June 9,2021 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 J1090712A Truss J34 Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805549 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:59 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-QbDxPdY?Wxg9Pw7Ykb3cqh5APTMNwu2543Y9oWz83ms Scale = 1:14.3 1 2 6 3 4 5 3x6 2-10-0 2-10-0 -1-6-0 1-6-0 2-10-0 2-10-0 3-10-15 1-0-15 0- 7 - 1 3 2- 3 - 6 0- 4 - 7 1- 1 0 - 1 5 2- 3 - 6 5.00 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 0.27 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-0 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) 6=0-3-8. (lb) - Max Horz 6=52(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6, 4, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5, 3 except 6=373(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-346/41 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J36 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805550 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:33:59 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-QbDxPdY?Wxg9Pw7Ykb3cqh5ChTMNwu2543Y9oWz83ms Scale = 1:17.9 1 2 7 8 3 4 5 6 3x6 2-10-0 2-10-0 -1-6-0 1-6-0 2-10-0 2-10-0 5-6-11 2-8-11 0- 7 - 1 3 2- 1 1 - 1 0 0- 4 - 7 2- 7 - 3 2- 1 1 - 1 0 5.00 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 0.19 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 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 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-0 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) 7=0-3-8. (lb) - Max Horz 7=70(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 7, 5, 3, 4 Max Grav All reactions 250 lb or less at joint(s) 5, 6, 3, 4 except 7=329(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-308/35 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5, 3, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3, 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J42 Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805551 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:00 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-unnJdzZdHEo014hkHJarNveM6thtfLIFJjIiKzz83mr Scale = 1:10.6 1 2 3 8 4 3x4 4-0-0 4-0-0 -1-6-0 1-6-0 1-10-15 1-10-15 0- 4 - 1 1- 1 - 1 0 0- 3 - 8 5.00 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 0.21 0.18 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8 Max Horz 2=33(LC 10) Max Uplift 2=-29(LC 6) Max Grav 2=336(LC 17), 4=74(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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 11 lb up at 1-10-15 on top chord, and 8 lb down and 1 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 3=-16 8=1 June 9,2021 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 J1090712A Truss J44 Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805552 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:00 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-unnJdzZdHEo014hkHJarNveMnthOfLIFJjIiKzz83mr Scale = 1:13.2 1 2 3 4 3x4 4-0-0 4-0-0 -1-6-0 1-6-0 3-10-15 3-10-15 0- 4 - 1 1- 1 1 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-0-10,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.23 0.15 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.02 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 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-5-8, 4=0-1-8 Max Horz 2=56(LC 10) Max Uplift 3=-28(LC 10), 2=-31(LC 10) Max Grav 3=148(LC 17), 2=403(LC 17), 4=58(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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J46 Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805553 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:01 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-MzLiqJZF2YwtfEGxr054w6AWpH0XOoYOXN1GsPz83mq Scale = 1:17.4 1 2 3 4 5 3x4 4-0-0 4-0-0 -1-6-0 1-6-0 4-0-0 4-0-0 5-10-15 1-10-15 0- 4 - 1 2- 9 - 1 0 0- 4 - 7 2- 5 - 3 2- 9 - 1 0 5.00 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 0.28 0.22 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 5-8 5-8 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 14 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 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=78(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 4, 2, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 2=349(LC 17), 3=252(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J62 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805554 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:02 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-qAv42eaups2kGNr7PkcJSKjiOhOp7FoYm1npOrz83mp Scale = 1:14.4 1 2 3 7 8 43x4 6-0-0 6-0-0 -1-6-0 1-6-0 1-10-15 1-10-15 0- 4 - 1 1- 1 - 1 0 0- 5 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-4-13,0-1-9] 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 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.03 0.00 (loc) 4-6 4-6 4 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 2x6 DF SS BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8 Max Horz 2=34(LC 30) Max Uplift 2=-26(LC 10) Max Grav 2=376(LC 17), 4=109(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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 lb down and 1 lb up at 2-0-12, and 63 lb down and 20 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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, 2-4=-14 Concentrated Loads (lb) Vert: 7=1 8=-63 June 9,2021 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 J1090712A Truss J64 Truss Type Jack-Open Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805555 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:02 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-qAv42eaups2kGNr7PkcJSKjhZhMp7FoYm1npOrz83mp Scale = 1:14.2 1 2 3 4 3x4 6-0-0 6-0-0 -1-6-0 1-6-0 3-10-15 3-10-15 0- 4 - 1 1- 1 1 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-0-14,0-0-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.28 0.21 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.08 0.00 (loc) 4-7 4-7 3 l/defl >999 >929 n/a L/d 360 240 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-5-8, 4=0-1-8 Max Horz 2=56(LC 10) Max Uplift 3=-25(LC 10), 2=-26(LC 10) Max Grav 3=162(LC 17), 2=417(LC 17), 4=82(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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J82 Truss Type Jack-Open Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805556 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:05 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-FlaCggdm6nRJ7rai4sA04yL71uDUKcX_S_?T?Az83mm Scale = 1:18.3 1 2 3 8 9 10 4 3x8 8-0-0 8-0-0 -1-6-0 1-6-0 1-10-15 1-10-15 0- 4 - 1 1- 1 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-2-15,0-1-8] 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 0.52 0.86 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.32 0.00 (loc) 4-7 4-7 3 l/defl >450 >302 n/a L/d 360 240 n/a PLATES MT20 Weight: 14 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 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-8 oc bracing. REACTIONS. (size)2=0-5-8, 4=Mechanical, 3=0-1-8 Max Horz 2=35(LC 10) Max Uplift 2=-53(LC 26), 4=-9(LC 11), 3=-9(LC 10) Max Grav 2=249(LC 17), 4=197(LC 18), 3=266(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 lb down and 1 lb up at 2-0-12, and 63 lb down and 20 lb up at 4-0-12, and 215 lb down and 49 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 4-5=-14 Concentrated Loads (lb) Vert: 8=1 9=-63 10=-215 June 9,2021 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 J1090712A Truss J84 Truss Type Jack-Open Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805557 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:06 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-jx8bt0dOs4ZAl?9ueZhFdAuL3Ih833n7hel1Ycz83ml Scale = 1:18.0 1 2 3 4 4x4 8-0-0 8-0-0 -1-6-0 1-6-0 3-10-15 3-10-15 0- 4 - 1 1- 1 1 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-0-14,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 0.37 0.38 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.22 0.00 (loc) 4-7 4-7 3 l/defl >752 >429 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 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-5-8, 4=Mechanical Max Horz 2=56(LC 10) Max Uplift 3=-18(LC 10), 2=-23(LC 10) Max Grav 3=178(LC 17), 2=423(LC 17), 4=106(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 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. 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. June 9,2021 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 J1090712A Truss J86 Truss Type Jack-Open Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805558 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:06 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-jx8bt0dOs4ZAl?9ueZhFdAuFuIfy33n7hel1Ycz83ml Scale = 1:17.8 1 2 3 4 4x4 8-0-0 8-0-0 -1-6-0 1-6-0 5-10-15 5-10-15 0- 4 - 1 2- 9 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-1-6,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 0.77 0.46 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.30 0.00 (loc) 4-7 4-7 2 l/defl >553 >315 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 5-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-1-8, 2=0-5-8, 4=Mechanical Max Horz 2=78(LC 10) Max Uplift 3=-44(LC 10), 2=-28(LC 10) Max Grav 3=260(LC 17), 2=468(LC 17), 4=115(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 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. 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. June 9,2021 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 J1090712A Truss J88 Truss Type Jack-Open Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805559 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-B7iz5Me0dOh1N9k4CHCU9NQNwiyGoW1HwIUa43z83mk Scale = 1:21.8 1 2 8 3 4 3x6 8-0-0 8-0-0 -1-6-0 1-6-0 7-10-15 7-10-15 0- 4 - 1 3- 7 - 1 0 0- 3 - 8 5.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8] 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 0.94 0.64 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.38 0.01 (loc) 4-7 4-7 2 l/defl >376 >249 n/a L/d 360 240 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr 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=0-1-8, 2=0-5-8, 4=Mechanical Max Horz 2=100(LC 10) Max Uplift 3=-64(LC 10), 2=-36(LC 10) Max Grav 3=333(LC 17), 2=506(LC 17), 4=124(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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) 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. 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. June 9,2021 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 J1090712A Truss J810 Truss Type Jack-Open Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805560 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:03 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-JMTSF_bWa9AbuXQJzR7Y?XGiV5c7si1h?gWMxIz83mo Scale = 1:26.2 1 2 9 3 4 54x4 8-0-0 8-0-0 -1-6-0 1-6-0 8-0-0 8-0-0 9-10-15 1-10-15 0- 4 - 1 4- 5 - 1 0 0- 4 - 7 4- 1 - 3 4- 5 - 1 0 5.00 12 Plate Offsets (X,Y)-- [2:0-2-14,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 0.90 0.59 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.36 0.01 (loc) 5-8 5-8 2 l/defl >421 >264 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr 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.All bearings 0-1-8 except (jt=length) 2=0-5-8, 5=Mechanical. (lb) - Max Horz 2=122(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 4, 2, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 2=470(LC 17), 3=416(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 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. June 9,2021 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 J1090712A Truss J812 Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805561 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:04 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-nY0qSKc8LTISWh?WW8fnXlorsUxKb9HqDKGwTkz83mn Scale = 1:30.7 1 2 10 3 4 5 6 3x6 8-0-0 8-0-0 -1-6-0 1-6-0 8-0-0 8-0-0 11-10-15 3-10-15 0- 4 - 1 5- 3 - 1 0 0- 4 - 7 4- 1 1 - 3 5- 3 - 1 0 5.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8] 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 0.99 0.59 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.36 0.01 (loc) 6-9 6-9 2 l/defl >450 >264 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 2=0-5-8, 6=Mechanical. (lb) - Max Horz 2=144(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 5, 2, 3, 4 Max Grav All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=441(LC 17), 3=386(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 5, 3, 4. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss J814 Truss Type Jack-Open Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805562 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:04 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-nY0qSKc8LTISWh?WW8fnXlotTUy6b9HqDKGwTkz83mn Scale = 1:35.5 1 2 11 3 4 5 6 7 4x4 8-0-0 8-0-0 -1-6-0 1-6-0 8-0-0 8-0-0 13-10-15 5-10-15 0- 4 - 1 6- 1 - 1 0 0- 4 - 7 5- 9 - 3 6- 1 - 1 0 5.00 12 Plate Offsets (X,Y)-- [2:0-2-6,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 0.89 0.54 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.34 0.01 (loc) 7-10 7-10 2 l/defl >506 >282 n/a L/d 360 240 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 2=0-5-8, 7=Mechanical. (lb) - Max Horz 2=166(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 3, 4, 5 Max Grav All reactions 250 lb or less at joint(s) 6, 7, 4, 5 except 2=429(LC 17), 3=332(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6, 3, 4, 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 3, 4, 5. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6, 3, 4, 5. 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. June 9,2021 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 J1090712A Truss JG Truss Type Jack-Closed Girder Qty 1 Ply 2 Soundbuilt NW, LLC Job Reference (optional) I13805563 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:08 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-fKGLIifeOipu_IJHl_jjibzlT6PJXwBQ8yE7cVz83mj Scale = 1:17.7 1 2 3 5 4893x4 3x4 4x4 3x6 3x4 JUS24 JUS24 2-8-6 2-8-6 5-9-15 3-1-9 6-0-0 0-2-1 2-8-6 2-8-6 5-9-15 3-1-9 6-0-0 0-2-1 0- 4 - 1 2- 9 - 3 2- 6 - 4 5.00 12 Plate Offsets (X,Y)-- [1:0-5-5,0-1-5], [3:0-1-9,0-1-8], [5:0-4-0,0-1-8] 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 0.12 0.21 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.02 0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 54 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 4=Mechanical Max Horz 1=68(LC 26) Max Uplift 1=-53(LC 10), 4=-72(LC 10) Max Grav 1=978(LC 16), 4=1002(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1864/107 BOT CHORD 1-5=-113/1721, 4-5=-113/1721 WEBS 2-5=-30/987, 2-4=-1817/136 NOTES-(13) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) 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. 12) Fill all nail holes where hanger is in contact with lumber. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 1-4=-14 Concentrated Loads (lb) Vert: 8=-708(F) 9=-601(F) June 9,2021 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 J1090712A Truss JG1 Truss Type Jack-Closed Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805564 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-7WqjW2gH9?xlcStTJiEyEoVraVdaGEOZNczh8xz83mi Scale: 1/2"=1' 1 2 3 5 4 8 9 106x6 3x4 5x6 3x10 5x6 JUS24 MUS28 MUS26 JUS28 3-8-14 3-8-14 8-0-0 4-3-2 3-8-14 3-8-14 8-0-0 4-3-2 0- 4 - 1 3- 8 - 1 5.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-3-11], [2:0-2-4,0-2-4], [5:0-6-4,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.42 0.72 0.78 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.10 0.01 (loc) 4-5 4-5 4 l/defl >999 >918 n/a L/d 360 240 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-4 REACTIONS. (size)1=0-5-8, 4=Mechanical Max Horz 1=89(LC 7) Max Uplift 1=-127(LC 10), 4=-172(LC 10) Max Grav 1=1893(LC 16), 4=2503(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3455/224 BOT CHORD 1-5=-225/3175, 4-5=-225/3175 WEBS 2-5=-101/2062, 2-4=-3362/260 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=127, 4=172. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent at 1-6-12 from the left end to connect truss(es) to back face of bottom chord. 10) Use USP MUS28 (With 8-10d nails into Girder & 4-10d nails into Truss) or equivalent at 3-6-12 from the left end to connect truss(es) to back face of bottom chord. 11) Use USP MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 5-6-12 from the left end to connect truss(es) to back face of bottom chord. 12) Use USP JUS28 (With 6-10d nails into Girder & 2-10d nails into Truss) or equivalent at 7-2-12 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 1-4=-14 Concentrated Loads (lb) Vert: 5=-1165(B) 7=-601(B) 9=-995(B) 10=-813(B) June 9,2021 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 J1090712A Truss R1 Truss Type Corner Rafter Qty 3 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805565 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-biO5jNgvwJ3cEcSftPlBn02x3v80?tmjcGjEhOz83mh Scale = 1:39.1 1 2 3 4 8 9 10 11 12 5 6 7 3x6 4x10 4x8 4x8 4x8 4x8 4x8 7x8 -2-1-7 2-1-7 11-2-4 11-2-4 21-1-1 9-10-13 0- 4 - 1 6- 6 - 1 0 0- 4 - 4 5- 1 0 - 1 3- 8 - 6 2- 1 0 - 3 3.54 12 3.54 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.75 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.35 -0.46 -0.00 (loc) 2-3 2-3 7 l/defl >389 >295 n/a L/d 360 240 n/a PLATES MT20 Weight: 58 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x6 DF 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-2-2 except (jt=length) 2=0-7-6. (lb) - Max Horz 2=183(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 5, 6, 7 except 2=-116(LC 6), 3=-198(LC 10) Max Grav All reactions 250 lb or less at joint(s) 6 except 2=787(LC 1), 3=1020(LC 17), 5=266(LC 17), 7=296(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 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 at joint(s) 3, 5, 6, 7. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6, 7 except (jt=lb) 2=116, 3=198. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7. 11) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 235 lb down and 30 lb up at 2-9-8, 224 lb down and 65 lb up at 5-7-7, 382 lb down and 110 lb up at 8-5-6, and 290 lb down and 76 lb up at 11-3-5, and 62 lb down and 26 lb up at 14-1-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-66 Concentrated Loads (lb) Vert: 3=-240 5=-31 9=-173 10=-125 11=-283 June 9,2021 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 J1090712A Truss R2 Truss Type Rafter Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805566 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-biO5jNgvwJ3cEcSftPlBn020Ev80?tmjcGjEhOz83mh Scale = 1:18.1 1 5 6 2 3 4 2-6-9 2-6-9 2-7-10 0-1-1 5-5-9 2-9-15 8-3-8 2-9-15 8-4-9 0-1-1 9-7-1 1-2-8 9-7-1 9-7-1 1- 0 - 1 0 3- 1 - 9 0- 9 - 0 0- 4 - 4 2- 5 - 0 3.54 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 0.42 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.02 -0.00 (loc) 2-3 2-3 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES Weight: 12 lb FT = 20% GRIP LUMBER- TOP 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. (size)2=0-2-2, 3=0-2-2, 4=0-2-2 Max Horz 2=80(LC 6) Max Uplift 2=-113(LC 6), 3=-31(LC 10), 4=-50(LC 6) Max Grav 2=399(LC 16), 3=160(LC 16), 4=287(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a 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. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=113. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 8) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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 J1090712A Truss R3 Truss Type Corner Rafter Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805567 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-4uxUwjhXhdBTrm1sR7HQKDb7bJTFkK0sqwSoDqz83mg Scale = 1:29.3 1 2 3 5 6 7 8 4 3x10 3x10 3x10 3x10 3x10 8-4-5 8-4-5 -2-1-7 2-1-7 8-4-5 8-4-5 8-6-13 0-2-7 11-4-12 2-9-15 13-5-13 2-1-2 0- 4 - 1 4- 3 - 1 2 0- 4 - 4 3- 4 - 1 3.54 12 Plate Offsets (X,Y)-- [2:0-3-12,Edge], [3:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.70 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.32 -0.00 (loc) 2-3 2-3 4 l/defl >414 >318 n/a L/d 360 240 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr 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=0-7-6, 3=0-2-2, 4=0-2-2 Max Horz 2=124(LC 6) Max Uplift 2=-114(LC 6), 3=-95(LC 10), 4=-72(LC 6) Max Grav 2=661(LC 16), 3=528(LC 16), 4=423(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) 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. 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, 4 except (jt=lb) 2=114. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 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) 345 lb down and 53 lb up at 2-9-8, and 209 lb down and 72 lb up at 5-7-7 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: 1-5=-66 Concentrated Loads (lb) Vert: 6=-283 7=-110 June 9,2021 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 J1090712A Truss R4 Truss Type Corner Rafter Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805568 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-Y5Vs83i9SwJJTwc2_qofsR7NGjpUTnG03aCLlGz83mf Scale = 1:21.5 1 2 3 5 6 7 4 3x8 4x4 4x4 4x4 5-6-6 5-6-6 -2-1-7 2-1-7 5-6-6 5-6-6 5-8-13 0-2-7 8-6-13 2-9-15 9-1-8 0-6-12 0- 4 - 1 3- 0 - 5 0- 4 - 4 2- 6 - 1 3.54 12 Plate Offsets (X,Y)-- [2:0-1-12,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.32 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.05 -0.00 (loc) 2-3 2-3 4 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-7-6, 3=0-2-2, 4=0-2-2 Max Horz 2=92(LC 6) Max Uplift 2=-97(LC 6), 3=-79(LC 10), 4=-38(LC 6) Max Grav 2=387(LC 16), 3=379(LC 16), 4=204(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) 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. 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) 2, 3, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 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) 43 lb down and 15 lb up at 2-9-8, and 105 lb down and 38 lb up at 5-7-7 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: 1-5=-66 Concentrated Loads (lb) Vert: 3=-55 June 9,2021 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 J1090712A Truss R5 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805569 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-0H3ELPjnDERA54BEYXJuPegRu71DCDW9IExuHiz83me Scale = 1:20.6 1 2 3 5 11 4 63x8 3x4 2-8-7 2-8-7 -2-1-7 2-1-7 2-8-7 2-8-7 8-3-10 5-7-3 0- 7 - 1 3 3- 1 - 3 0- 4 - 4 1- 1 1 - 1 3 3- 1 - 3 3.54 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.78 0.54 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.03 0.01 (loc) 6-9 6-9 4 l/defl >999 >999 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 SLIDER Left 2x4 HF Stud -t 2-6-0 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)2=0-4-9, 6=0-1-8, 4=0-2-2 Max Horz 2=83(LC 6) Max Uplift 2=-77(LC 6), 6=-83(LC 11), 4=-115(LC 7) Max Grav 2=376(LC 17), 6=455(LC 18), 4=569(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-125/336 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 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) 6, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 4=115. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 252 lb down and 81 lb up at 2-8-7, and 101 lb down and 42 lb up at 5-7-7 on top chord, and 303 lb down and 61 lb up at 2-7-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 6-7=-14 Concentrated Loads (lb) Vert: 6=-303 4=-51 11=-171 June 9,2021 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 J1090712A Truss R6 Truss Type Diagonal Hip Girder Qty 2 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805570 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:45RW3nf16eOqUXpoidsD26zOriN-0H3ELPjnDERA54BEYXJuPegYl778CDW9IExuHiz83me Scale = 1:19.9 1 2 3 6 4 12 5 73x6 3x4 2-8-7 2-8-7 -2-1-7 2-1-7 2-8-7 2-8-7 7-11-6 5-2-15 0- 7 - 1 3 2- 1 1 - 1 5 0- 4 - 4 2- 4 - 1 3 2- 1 1 - 1 5 3.54 12 Plate Offsets (X,Y)-- [2:0-1-8,0-0-13] 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 NO IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.34 0.17 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 7-10 7-10 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SLIDER Left 2x4 HF Stud -t 2-6-0 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.All bearings 0-2-2 except (jt=length) 2=0-4-9, 7=0-1-8. (lb) - Max Horz 2=82(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 7, 4, 5 Max Grav All reactions 250 lb or less at joint(s) 7, 5 except 2=352(LC 17), 4=262(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 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) 7, 4, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7, 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) 33 lb down and 14 lb up at 5-7-7 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: 1-6=-66, 7-8=-14 Concentrated Loads (lb) Vert: 12=-17 June 9,2021 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 J1090712A Truss SB512 Truss Type FLAT Qty 24 Ply 1 Soundbuilt NW, LLC Job Reference (optional) I13805571 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:34:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ndb7vHJ9h7b9kRtrPwrSTAyFx8N-UTdcZlkP_XZ1iDmR6Fq7xsDoqWVwxgmJXuhSq9z83md Scale = 1:6.6 2 1 0- 8 - 7 0-1-15 0- 7 - 1 3 1-10-7 1-10-7 1-10-7 1-10-7 0- 9 - 4 LOADING (psf) TCLL TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Plate Metal DOL Lumber DOL Rep Stress Incr Code 2-0-0 0.90 0.90 0.90 YES IBC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.00 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 2 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES Weight: 7 lb FT = 0% GRIP LUMBER- BOT CHORD 2x10 DF SS BRACING- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 1=0-5-8 Max Grav 2=30(LC 3), 1=30(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(4) 1) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4) All dimensions given in feet-inches-sixteenths (FFIISS) format. June 9,2021 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