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2448 C ROOF SEALSTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1070272B The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: MFour Contractors, LLC Terry Powell March 10,2021 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 I13689658I13689623 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 J1070272B Truss A1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689623 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:43 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-VeMNDBqJlLdJhOCR9BfP5PabgYvN9VxjYjdUNYzccT6 Scale = 1:72.9 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 1276777879 5x8 MT18HS 4x8 4x8 4x4 4x4 3x4 5x8 4x4 4x4 4x4 4x4 4x4 3x4 5x8 4x4 4x4 4x4 4x8 4x8 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 1-6-8 10-3-14 10-3-14 19-2-12 8-10-14 20-0-0 0-9-4 20-9-4 0-9-4 29-8-2 8-10-14 40-0-0 10-3-14 -1-0-0 1-0-0 7-9-5 7-9-5 13-6-10 5-9-4 19-2-12 5-8-2 20-0-0 0-9-4 20-9-4 0-9-4 26-5-6 5-8-2 32-2-11 5-9-4 40-0-0 7-9-5 41-0-0 1-0-0 0-4-18-8-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-2-2], [3:0-2-8,Edge], [4:0-1-12,0-2-0], [5:0-4-4,0-1-0], [6:0-4-0,Edge], [7:0-4-4,0-1-0], [8:0-1-12,0-2-0], [9:0-2-8,Edge], [10:0-3-4,0-2-2], [12:0-1-12,0-1-8], [17:0-1-12,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.34 0.81 0.29 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.36 -0.54 0.17 (loc) 12-14 12-14 10 l/defl >999 >884 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 329 lb FT = 20% GRIP 185/148 220/195 LUMBER- TOP CHORD 2x6 DF SS *Except* 1-3,9-11: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr *Except* 13-16: 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 8-12,9-12,4-17,3-17: 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 18-19,47-48: 2x4 HF No.2 SLIDER Left 2x4 DF No.1&Btr - 7-7-15, Right 2x4 DF No.1&Btr -t 7-7-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-14, 4-15 REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=98(LC 14) Max Uplift 2=-114(LC 10), 10=-114(LC 11) Max Grav 2=1744(LC 2), 10=1744(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3659/213, 3-4=-3402/198, 4-5=-2373/144, 5-6=-1979/159, 6-7=-1979/159, 7-8=-2373/144, 8-9=-3402/198, 9-10=-3659/214 BOT CHORD 2-17=-232/3338, 15-17=-131/2685, 14-15=-21/2124, 12-14=-33/2685, 10-12=-134/3338 WEBS 8-14=-937/157, 8-12=-31/767, 9-12=-502/137, 4-15=-937/156, 4-17=-31/767, 3-17=-502/137, 7-14=-58/775, 5-15=-58/775 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 2 and 114 lb uplift at joint 10.Continued on page 2 March 10,2021 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 J1070272B Truss A1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689623 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:43 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-VeMNDBqJlLdJhOCR9BfP5PabgYvN9VxjYjdUNYzccT6 NOTES-(13) 12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070272B Truss A2 Truss Type Common Qty 7 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689624 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:44 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-_qwlQXrxVelAIYndjuAedd6eeyDxuxJsnNN1v_zccT5 Scale = 1:67.3 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 1217181920 3x6 5x6 3x6 4x6 4x8 4x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 4x8 4x6 10-3-14 10-3-14 20-0-0 9-8-2 29-8-2 9-8-2 40-0-0 10-3-14 -1-0-0 1-0-0 7-9-5 7-9-5 13-6-10 5-9-4 20-0-0 6-5-6 26-5-6 6-5-6 32-2-11 5-9-4 40-0-0 7-9-5 41-0-0 1-0-0 0-4-18-8-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-1-2,Edge], [5:0-1-8,0-1-8], [7:0-1-8,0-1-8], [10:0-1-2,Edge], [12:0-1-12,0-1-8], [16:0-1-12,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.84 0.86 0.35 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.36 -0.55 0.15 (loc) 14-16 14-16 10 l/defl >999 >869 n/a L/d 360 240 n/a PLATES MT20 Weight: 169 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 6-14,7-14,5-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=99(LC 14) Max Uplift 2=-113(LC 10), 10=-113(LC 11) Max Grav 2=1754(LC 2), 10=1754(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3568/209, 3-5=-3333/194, 5-6=-2303/143, 6-7=-2304/143, 7-9=-3333/194, 9-10=-3568/209 BOT CHORD 2-16=-226/3225, 14-16=-130/2670, 12-14=-31/2670, 10-12=-127/3225 WEBS 6-14=-30/1385, 7-14=-932/157, 7-12=-24/701, 9-12=-406/132, 5-14=-932/157, 5-16=-24/701, 3-16=-406/132 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 2 and 113 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss A2SL Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689625 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:45 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-S0U8etrZGyt1wiMqGchtAqfpOLZAdOZ0?17aRQzccT4 Scale = 1:67.3 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 1217181920 3x6 5x6 3x6 4x6 4x8 4x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 4x8 4x6 10-3-14 10-3-14 20-0-0 9-8-2 29-8-2 9-8-2 40-0-0 10-3-14 -1-0-0 1-0-0 7-9-5 7-9-5 13-6-10 5-9-4 20-0-0 6-5-6 26-5-6 6-5-6 32-2-11 5-9-4 40-0-0 7-9-5 41-0-0 1-0-0 0-4-18-8-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-1-2,Edge], [5:0-1-8,0-1-8], [7:0-1-8,0-1-8], [10:0-1-2,Edge], [12:0-1-12,0-1-8], [16:0-1-12,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.84 0.86 0.35 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.36 -0.55 0.15 (loc) 14-16 14-16 10 l/defl >999 >869 n/a L/d 360 240 n/a PLATES MT20 Weight: 169 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 6-14,7-14,5-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=99(LC 14) Max Uplift 2=-113(LC 10), 10=-113(LC 11) Max Grav 2=1754(LC 2), 10=1754(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3568/209, 3-5=-3333/194, 5-6=-2303/143, 6-7=-2303/143, 7-9=-3333/194, 9-10=-3568/209 BOT CHORD 2-16=-226/3225, 14-16=-130/2670, 12-14=-31/2670, 10-12=-127/3225 WEBS 6-14=-30/1385, 7-14=-932/157, 7-12=-24/701, 9-12=-406/132, 5-14=-932/157, 5-16=-24/701, 3-16=-406/132 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 2 and 113 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss A2SR Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689626 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:46 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-wD1WrDsB1G?uYsx0qJC6j2C_8lvPMrp9Ehs8_szccT3 Scale = 1:67.3 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 1217181920 3x6 5x6 3x6 4x6 4x8 4x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 4x8 4x6 10-3-14 10-3-14 20-0-0 9-8-2 29-8-2 9-8-2 40-0-0 10-3-14 -1-0-0 1-0-0 7-9-5 7-9-5 13-6-10 5-9-4 20-0-0 6-5-6 26-5-6 6-5-6 32-2-11 5-9-4 40-0-0 7-9-5 41-0-0 1-0-0 0-4-18-8-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-1-2,Edge], [5:0-1-8,0-1-8], [7:0-1-8,0-1-8], [10:0-1-2,Edge], [12:0-1-12,0-1-8], [16:0-1-12,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.84 0.86 0.35 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.36 -0.55 0.15 (loc) 14-16 14-16 10 l/defl >999 >869 n/a L/d 360 240 n/a PLATES MT20 Weight: 169 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 6-14,7-14,5-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=99(LC 14) Max Uplift 2=-113(LC 10), 10=-113(LC 11) Max Grav 2=1754(LC 2), 10=1754(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3568/209, 3-5=-3333/194, 5-6=-2303/143, 6-7=-2303/143, 7-9=-3333/194, 9-10=-3568/209 BOT CHORD 2-16=-226/3225, 14-16=-130/2670, 12-14=-31/2670, 10-12=-127/3225 WEBS 6-14=-30/1385, 7-14=-932/157, 7-12=-24/701, 9-12=-406/132, 5-14=-932/157, 5-16=-24/701, 3-16=-406/132 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 2 and 113 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss A5 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689627 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:47 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-OPbu3ZtpoZ7l90WCO1jLFFk8k9E15DXJTLchWJzccT2 Scale = 1:74.0 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 19 20 21 22 23 24 25 3x6 5x6 5x8 3x6 4x10 3x12 MT20HS3x4 1.5x4 3x4 3x8 4x4 3x4 3x4 1.5x4 3x12 MT20HS 4x10 8-7-10 8-7-10 17-4-4 8-8-10 22-7-12 5-3-8 31-4-6 8-8-10 40-0-0 8-7-10 -1-0-0 1-0-0 6-2-3 6-2-3 12-2-0 5-11-13 17-4-4 5-2-4 17-10-15 0-6-11 22-1-1 4-2-2 22-7-12 0-6-11 27-10-0 5-2-4 33-9-13 5-11-13 40-0-0 6-2-3 41-0-0 1-0-0 0-4-17-6-47-9-100-4-10-0-40-0-157-6-45.00 12 Plate Offsets (X,Y)-- [2:0-0-6,Edge], [5:0-1-8,0-1-8], [6:0-2-0,0-2-8], [7:0-4-0,0-2-4], [8:0-1-8,0-1-8], [11:0-0-6,Edge], [13:0-1-12,0-1-8], [15:0-1-12,0-2-0], [18:0-1-12,0-1-8] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.91 0.90 0.70 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.47 -0.70 0.21 (loc) 13-15 13-15 11 l/defl >999 >678 n/a L/d 360 240 n/a PLATES MT20 MT20HS Weight: 173 lb FT = 20% GRIP 185/148 139/111 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr *Except* 14-17: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-16,8-15: 2x4 DF No.1&Btr, 6-16,7-16,7-15: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-2-12 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-16 REACTIONS. (size)2=0-5-8, 11=0-5-8 Max Horz 2=86(LC 10) Max Uplift 2=-102(LC 10), 11=-102(LC 11) Max Grav 2=2209(LC 31), 11=2209(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4774/189, 3-5=-4358/166, 5-6=-3177/119, 6-7=-2814/127, 7-8=-3176/119, 8-10=-4359/166, 10-11=-4774/190 BOT CHORD 2-18=-207/4298, 16-18=-113/3544, 15-16=0/2813, 13-15=-27/3544, 11-13=-121/4298 WEBS 3-18=-549/123, 5-18=-13/705, 5-16=-979/138, 6-16=-7/827, 7-16=-274/276, 7-15=-40/842, 8-15=-980/137, 8-13=-13/705, 10-13=-548/123 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 16.0 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, with BCDL = 7.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 2 and 102 lb uplift at joint 11. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 11. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss A6 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689628 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:49 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-KojeUEu4KBOTPJgbVRmpKgqXlz?DZ9kbwf5oaBzccT0 Scale = 1:72.3 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 5x8 5x8 5x6 5x8 WB 3x4 1.5x4 3x8 3x4 3x8 3x4 1.5x4 5x8 WB 5x6 8-0-0 8-0-0 15-4-4 7-4-4 24-7-12 9-3-8 32-0-0 7-4-4 40-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 15-4-4 7-4-4 15-10-15 0-6-11 20-0-0 4-1-1 24-1-1 4-1-1 24-7-12 0-6-11 32-0-0 7-4-4 40-0-0 8-0-0 41-0-0 1-0-0 0-4-16-8-46-11-100-4-10-0-40-0-156-8-45.00 12 Plate Offsets (X,Y)-- [2:0-2-5,Edge], [4:0-3-8,0-2-4], [6:0-3-8,0-2-4], [8:0-2-5,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.75 0.59 0.47 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.46 -0.66 0.16 (loc) 12-13 12-13 8 l/defl >999 >716 n/a L/d 360 240 n/a PLATES MT20 Weight: 174 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-6: 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF No.2 *Except* 3-15,4-13,6-12,7-10: 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-0-12 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-13, 7-12 REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=77(LC 14) Max Uplift 2=-90(LC 10), 8=-90(LC 11) Max Grav 2=2139(LC 31), 8=2139(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4400/146, 3-4=-3226/140, 4-5=-2835/145, 5-6=-2835/145, 6-7=-3226/140, 7-8=-4400/146 BOT CHORD 2-15=-147/3912, 13-15=-147/3912, 12-13=-52/2854, 10-12=-70/3912, 8-10=-70/3912 WEBS 3-15=0/262, 3-13=-1222/155, 4-13=0/770, 5-13=-393/179, 5-12=-393/179, 6-12=0/770, 7-12=-1222/155, 7-10=0/262 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 16.0 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, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 2 and 90 lb uplift at joint 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss A7S Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689629 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:50 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-o_H1havi5UWK0TFn39H2tuMhCMIuIX9l9JqL7ezccT? Scale = 1:72.7 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 5x8 5x8 3x10 4x6 3x4 1.5x4 3x4 3x8 1.5x4 3x4 3x4 1.5x4 4x6 3x10 8-0-0 8-0-0 13-4-4 5-4-4 20-0-0 6-7-12 26-7-12 6-7-12 32-0-0 5-4-4 40-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 13-4-4 5-4-4 13-10-15 0-6-11 20-0-0 6-1-1 26-1-1 6-1-1 26-7-12 0-6-11 32-0-0 5-4-4 40-0-0 8-0-0 41-0-0 1-0-0 0-4-15-10-46-1-100-4-10-0-40-0-155-10-45.00 12 Plate Offsets (X,Y)-- [2:0-10-8,0-0-10], [4:0-4-0,0-2-4], [6:0-4-0,0-2-4], [8:0-10-8,0-0-10] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.77 0.82 0.77 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.46 0.18 (loc) 13 11-13 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 173 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-6: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr *Except* 12-14: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-13,6-13: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except 2-0-0 oc purlins (2-9-10 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=-67(LC 11) Max Uplift 2=-83(LC 6), 8=-83(LC 7) Max Grav 2=2060(LC 31), 8=2060(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3980/162, 3-4=-3037/184, 4-5=-3134/215, 5-6=-3134/215, 6-7=-3037/184, 7-8=-3980/162 BOT CHORD 2-16=-106/3509, 15-16=-106/3509, 13-15=-81/2671, 11-13=-72/2671, 10-11=-92/3509, 8-10=-92/3509 WEBS 3-15=-954/122, 4-15=-15/574, 4-13=-54/681, 5-13=-801/122, 6-13=-54/681, 6-11=-15/574, 7-11=-954/122 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 16.0 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 83 lb uplift at joint 2 and 83 lb uplift at joint 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format.March 10,2021 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 J1070272B Truss A8 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689630 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:51 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-GArPuwwKsoeBedq_dsoHQ5vsYmck14?uOzavf4zccT_ Scale = 1:72.7 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 18 19 20 5x8 5x8 3x10 4x8 1.5x4 4x4 4x8 1.5x4 3x4 4x4 4x4 1.5x4 4x8 3x10 8-0-0 8-0-0 17-1-7 9-1-7 22-10-9 5-9-3 32-0-0 9-1-7 40-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 11-4-4 3-4-4 11-6-0 0-1-12 11-10-15 0-4-15 17-1-7 5-2-8 22-10-9 5-9-3 28-1-1 5-2-8 28-6-0 0-4-15 28-7-12 0-1-12 32-0-0 3-4-4 40-0-0 8-0-0 41-0-0 1-0-0 0-4-15-0-45-3-100-4-10-0-40-0-155-0-45.00 12 Plate Offsets (X,Y)-- [2:0-10-4,0-0-6], [4:0-3-8,0-1-12], [7:0-3-8,0-1-12], [9:0-10-4,0-0-6], [11:0-1-12,0-1-12], [13:0-1-12,0-1-8], [14:0-2-12,0-2-0], [16:0-1-12,0-1-12] 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 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.80 0.85 0.42 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.37 -0.56 0.18 (loc) 13-14 14-16 9 l/defl >999 >840 n/a L/d 360 240 n/a PLATES MT20 Weight: 169 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-7: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr *Except* 12-15: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-14,6-14,7-13: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-9-5 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=60(LC 10) Max Uplift 2=-98(LC 6), 9=-98(LC 7) Max Grav 2=1912(LC 31), 9=1912(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3605/190, 3-4=-3547/235, 4-5=-3949/267, 5-6=-3935/264, 6-7=-3949/268, 7-8=-3547/235, 8-9=-3605/190 BOT CHORD 2-16=-131/3177, 14-16=-128/2970, 13-14=-175/3935, 11-13=-119/2970, 9-11=-118/3177 WEBS 3-16=-706/147, 4-16=-98/1106, 4-14=-75/1307, 5-14=-782/109, 6-13=-782/112, 7-13=-76/1307, 7-11=-98/1106, 8-11=-706/147 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 16.0 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 98 lb uplift at joint 2 and 98 lb uplift at joint 9. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss A9S Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689631 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:52 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-lNPn6Gxyd6m2GnOABaJWyJS_sA_KmYs2cdJSAWzccSz Scale = 1:74.0 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 5x8 3x6 3x10 3x12 MT20HS3x4 1.5x4 4x5 3x4 1.5x4 4x8 5x8 3x4 1.5x4 3x12 MT20HS 3x10 9-4-4 9-4-4 16-5-7 7-1-3 23-7-7 7-2-1 30-7-12 7-0-5 40-0-0 9-4-4 -1-0-0 1-0-0 6-0-13 6-0-13 9-4-4 3-3-7 9-10-15 0-6-11 16-5-7 6-6-8 23-7-7 7-2-1 30-1-1 6-5-10 30-7-12 0-6-11 33-11-3 3-3-7 40-0-0 6-0-13 41-0-0 1-0-0 0-4-14-2-44-5-100-4-10-0-40-0-154-2-45.00 12 Plate Offsets (X,Y)-- [2:0-10-4,0-0-6], [4:0-5-8,0-2-4], [8:0-5-8,0-2-4], [10:0-10-4,0-0-6], [14:0-1-8,0-1-8], [15:0-1-12,0-1-12] 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 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.95 0.76 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.51 -0.75 0.19 (loc) 14-15 14-15 10 l/defl >923 >629 n/a L/d 360 240 n/a PLATES MT20 MT20HS Weight: 168 lb FT = 20% GRIP 185/148 165/146 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-6,6-8: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 4-15,5-14,8-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=49(LC 10) Max Uplift 2=-115(LC 6), 10=-115(LC 7) Max Grav 2=1751(LC 31), 10=1751(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3875/250, 3-4=-3880/245, 4-5=-5179/354, 5-7=-5169/353, 7-8=-5169/353, 8-9=-3879/245, 9-10=-3875/251 BOT CHORD 2-17=-193/3523, 15-17=-168/3622, 14-15=-281/5179, 12-14=-159/3621, 10-12=-182/3523 WEBS 3-17=-442/162, 4-17=0/401, 4-15=-137/1795, 5-15=-800/125, 7-14=-800/123, 8-14=-136/1789, 8-12=0/401, 9-12=-442/161 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 16.0 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 115 lb uplift at joint 2 and 115 lb uplift at joint 10. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss AA Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I13689632 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:55 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-9y4wkIzqw18c7E7lsitDax3e?N4Zzl4UJbY6nrzccSw Scale = 1:73.5 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 23 5x12 4x8 5x6 6x8 MT18HS4x4 1.5x4 4x8 4x4 4x8 2x4 4x4 4x8 5x12 4x4 1.5x4 6x8 MT18HS 5x6 6-11-7 6-11-7 13-5-12 6-6-4 20-0-0 6-6-4 26-6-4 6-6-4 33-0-9 6-6-4 40-0-0 6-11-7 -1-0-0 1-0-0 4-9-13 4-9-13 6-11-7 2-1-10 7-10-15 0-11-8 13-5-12 5-6-13 20-0-0 6-6-4 26-6-4 6-6-4 32-1-1 5-6-13 33-0-9 0-11-8 35-2-3 2-1-10 40-0-0 4-9-13 41-0-0 1-0-0 0-4-13-4-43-7-100-4-10-0-40-0-153-4-45.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-2], [4:0-8-0,0-2-0], [9:0-8-0,0-2-0], [11:0-3-0,0-0-1], [14:0-3-0,0-2-0], [18:0-3-0,0-2-0] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.38 0.47 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.60 -0.89 0.15 (loc) 16 16 11 l/defl >784 >534 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 436 lb FT = 20% GRIP 185/148 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-7,7-9: 2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins, except 2-0-0 oc purlins (5-2-9 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 11=0-5-8 Max Horz 2=-38(LC 15) Max Uplift 2=-455(LC 6), 11=-455(LC 7) Max Grav 2=4001(LC 30), 11=4001(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9576/1169, 3-4=-9853/1210, 4-5=-14047/1729, 5-6=-15707/1904, 6-8=-15707/1904, 8-9=-14047/1729, 9-10=-9853/1210, 10-11=-9576/1169 BOT CHORD 2-19=-1044/8763, 18-19=-1124/9325, 16-18=-1672/14047, 14-16=-1668/14047, 13-14=-1118/9325, 11-13=-1033/8763 WEBS 3-19=-69/709, 4-18=-611/5240, 5-18=-2055/391, 5-16=-197/1817, 6-16=-1282/294, 8-16=-197/1817, 8-14=-2055/391, 9-14=-611/5240, 10-13=-69/710 NOTES-(18) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered 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 greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 455 lb uplift at joint 2 and 455 lb uplift at joint 11. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 11. Continued on page 2 March 10,2021 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 J1070272B Truss AA Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I13689632 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:55 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-9y4wkIzqw18c7E7lsitDax3e?N4Zzl4UJbY6nrzccSw NOTES-(18) 13) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) Girder carries hip end with 8-0-0 end setback. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 664 lb down and 184 lb up at 32-6-10, and 664 lb down and 184 lb up at 7-5-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-9=-157, 9-12=-66, 2-11=-33(F=-19) Concentrated Loads (lb) Vert: 4=-572 9=-572 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 J1070272B Truss C1 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689633 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:55 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-9y4wkIzqw18c7E7lsitDax3iUNB3z_UUJbY6nrzccSw Scale = 1:10.7 1 2 3 4 4x4 3x8 3x4 -1-0-0 1-0-0 2-11-8 2-11-8 0-4-11-6-131-3-50-3-81-6-135.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.10 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2-4 2-4 4 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 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 DF No.1&Btr -t 2-2-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. 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=39(LC 9) Max Uplift 2=-28(LC 6), 4=-10(LC 10) Max Grav 2=290(LC 17), 4=115(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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 2 and 10 lb uplift at joint 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss C2 Truss Type MONOPITCH Qty 10 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689634 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:56 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-d8eIye_ThKGTkOixPQOS79csbnXIiRkdXFHgJHzccSv Scale = 1:10.7 1 2 3 4 3x4 3x4 3x4 -1-0-0 1-0-0 2-11-8 2-11-8 0-4-11-6-131-3-50-3-81-6-135.00 12 Plate Offsets (X,Y)-- [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.14 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2-4 2-4 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 2-11-8 oc purlins, except end verticals. 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=39(LC 9) Max Uplift 2=-28(LC 6), 4=-10(LC 10) Max Grav 2=290(LC 17), 4=115(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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 2 and 10 lb uplift at joint 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss C3 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689635 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:33:57 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-5KCg9z?5SeOKMYH7z7vhfM92_BsXRu_nmv1DrkzccSu Scale = 1:10.7 1 2 3 4 4x4 3x8 3x4 -1-0-0 1-0-0 2-11-8 2-11-8 0-4-11-6-131-3-50-3-81-6-135.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-8], [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.10 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2-4 2-4 4 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 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 DF No.1&Btr -t 2-2-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. 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=39(LC 9) Max Uplift 2=-28(LC 6), 4=-10(LC 10) Max Grav 2=290(LC 17), 4=115(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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 2 and 10 lb uplift at joint 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss D4 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I13689636 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:05 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-sthhqj56Z5PCJnugRp2Z_2UGXPRQJIkyc8ze8GzccSm Scale = 1:31.3 1 2 3 4 5 6 10 9 8 7 11 12 13 14 15 16 17 183x6 6x8 6x8 3x6 1.5x4 5x8 1.5x4 4x4 5x6 1.5x4 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 2-4-4 2-4-4 6-5-1 4-0-13 10-5-15 4-0-13 14-6-12 4-0-13 16-11-0 2-4-4 2-4-4 2-4-4 2-10-15 0-6-11 6-5-1 3-6-2 10-5-15 4-0-13 14-0-1 3-6-2 14-6-12 0-6-11 16-11-0 2-4-4 0-4-11-3-41-6-100-4-10-0-41-3-45.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-2-8,0-2-0], [5:0-2-8,0-2-0], [6:0-3-0,0-1-8], [8:0-3-0,0-1-12], [9:0-3-0,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.76 0.69 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.39 -0.57 0.05 (loc) 8-9 8-9 6 l/defl >512 >345 n/a L/d 360 240 n/a PLATES MT20 Weight: 122 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF 2400F 2.0E WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, except 2-0-0 oc purlins (3-3-1 max.): 2-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 6=0-5-8 Max Horz 1=12(LC 14) Max Uplift 1=-244(LC 6), 6=-244(LC 7) Max Grav 1=2352(LC 29), 6=2352(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4911/507, 2-3=-9009/923, 3-4=-9008/922, 4-5=-9116/934, 5-6=-4887/504 BOT CHORD 1-10=-447/4436, 9-10=-447/4436, 8-9=-916/9114, 7-8=-443/4414, 6-7=-443/4414 WEBS 2-10=-39/662, 2-9=-474/4711, 3-9=-514/85, 4-8=-521/86, 5-8=-489/4844, 5-7=-36/633 NOTES-(19) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint 1 and 244 lb uplift at joint 6. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Load case(s) 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Girder carries hip end with 3-0-0 end setback. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Continued on page 2 March 10,2021 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 J1070272B Truss D4 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I13689636 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:05 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-sthhqj56Z5PCJnugRp2Z_2UGXPRQJIkyc8ze8GzccSm NOTES-(19) 16) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-3-8 oc max. starting at 0-2-12 from the left end to 16-8-4 to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 16 lb up at 14-6-12, and 57 lb down and 16 lb up at 2-4-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 19) 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, 2-5=-75, 5-6=-66, 1-6=-16(F=-2) Concentrated Loads (lb) Vert: 1=-309(B) 2=-50 5=-50 6=-309(B) 10=-309(B) 9=-309(B) 8=-309(B) 7=-309(B) 15=-309(B) 16=-309(B) 17=-309(B) 18) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-2=-16, 2-5=-18, 5-6=-16, 1-6=-16(F=-2) Concentrated Loads (lb) Vert: 1=-116(B) 2=-12 5=-12 6=-116(B) 10=-116(B) 9=-116(B) 8=-116(B) 7=-116(B) 15=-116(B) 16=-116(B) 17=-116(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070272B Truss HRA Truss Type CORNER RAFTER Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689637 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:06 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-K3F4226kKPX3xxTs?WZoWG1VKpxU2yD6qoiBgizccSl Scale = 1:48.9 1 2 3 4 5 6 11 7 8 9 10 3x6 3x8 3x8 3x8 3x8 3x8 3x8 3x8 1-10-15 11-2-4 11-2-4 28-1-14 16-11-10 -1-10-0 1-10-0 11-2-4 11-2-4 14-3-1 3-0-13 17-1-0 2-9-15 19-10-15 2-9-15 22-8-14 2-9-15 25-6-13 2-9-15 28-1-14 2-7-1 0-4-18-7-90-4-18-3-83.54 12 Plate Offsets (X,Y)-- [2:0-1-12,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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.50 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.35 -0.47 -0.00 (loc) 2-3 2-3 10 l/defl >385 >292 n/a L/d 360 240 n/a PLATES MT20 Weight: 58 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-2-2 except (jt=length) 10=Mechanical, 2=0-7-6. (lb) - Max Horz 2=236(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 5, 6, 7, 8, 9 except 3=-133(LC 10) Max Grav All reactions 250 lb or less at joint(s) 10, 5, 6 except 2=501(LC 1), 3=460(LC 16), 7=274(LC 16), 8=293(LC 16), 9=282(LC 16) 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 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) Refer to girder(s) for truss to truss connections. 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, 5, 6, 7, 8, 9. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 5, 6, 7, 8, 9 except (jt=lb) 3=133. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss HRD Truss Type CORNER RAFTER Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689638 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-oFpSFO6M5ifvZ422ZD413TZjjDGOnPTF3SSlC9zccSk Scale = 1:27.7 1 2 6 8 7 3 4 5 3x4 1-10-15 -1-10-0 1-10-0 4-1-7 4-1-7 11-10-1 7-8-10 0-4-13-9-150-0-70-4-42-11-33-9-153.54 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.27 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.05 -0.05 -0.00 (loc) 7 7 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 23 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 4-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-2-2 except (jt=length) 2=0-7-6, 3=0-4-4. (lb) - Max Horz 2=108(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 3, 4, 5 Max Grav All reactions 250 lb or less at joint(s) 4 except 2=315(LC 1), 3=251(LC 17), 5=378(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) 2x4 DF No.1&Btr bearing block 12" long at jt. 2 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HF No.2. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=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 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 at joint(s) 4, 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 4, 5. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J22 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689639 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-oFpSFO6M5ifvZ422ZD413TZmRDHGnPTF3SSlC9zccSk Scale = 1:8.5 1 2 3 4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-4-11-1-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.10 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=30(LC 10) Max Uplift 3=-16(LC 10), 2=-22(LC 6) Max Grav 3=59(LC 17), 2=224(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J24 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689640 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:08 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-HSNqTk7_s0nmAEdF6xbGch6sSddVWsiOI6BIkbzccSj Scale = 1:12.8 1 2 3 43x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 3-10-15 1-10-15 0-4-11-11-100-4-71-7-31-11-105.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.34 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 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=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=52(LC 10) Max Uplift 3=-39(LC 10), 2=-30(LC 10) Max Grav 3=177(LC 17), 2=324(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J26 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689641 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-lewCg48cdKvdoOCRge7V8ufuk1zkFJyYXmxsH1zccSi Scale = 1:17.1 1 2 5 3 43x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 5-10-15 3-10-15 0-4-12-9-100-4-72-5-32-9-105.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.94 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2 2-4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=74(LC 10) Max Uplift 3=-61(LC 10), 2=-41(LC 10) Max Grav 3=286(LC 17), 2=392(LC 17), 4=33(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J32 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689642 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-lewCg48cdKvdoOCRge7V8uf5x1y6FJyYXmxsH1zccSi Scale = 1:8.5 1 2 3 4 3x4 3-0-0 3-0-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-4-11-1-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.10 0.07 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 2-4 2-4 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 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)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=30(LC 10) Max Uplift 3=-16(LC 10), 2=-18(LC 6) Max Grav 3=59(LC 17), 2=231(LC 17), 4=49(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J34 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689643 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-DqUauQ9FOd1UQYmdEMekh6BFxQIU_mChlQgPpTzccSh Scale = 1:12.7 1 2 3 4 5 3x4 3-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 3-10-15 0-10-15 0-4-11-11-100-4-71-7-31-11-105.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.15 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 2-5 2-5 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-3-0. (lb) - Max Horz 2=52(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, 3 except 2=314(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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J36 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689644 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-DqUauQ9FOd1UQYmdEMekh6BFcQIU_mChlQgPpTzccSh Scale = 1:17.0 1 2 7 3 4 5 6 3x4 3-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 5-10-15 2-10-15 0-4-12-9-100-4-72-5-32-9-105.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.17 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 2-6 2-6 5 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 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-3-0, 4=0-1-8. (lb) - Max Horz 2=74(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, 3, 4 except 2=282(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 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 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) 3, 4. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J38 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689645 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-h12z5m9t9x9L2iLqo39zDJkQqqejjDSr_4QyLwzccSg Scale = 1:21.3 1 2 8 3 4 5 6 73x4 3-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 7-10-15 4-10-15 0-4-13-7-100-4-73-3-33-7-105.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.14 0.06 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 2-7 2-7 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-3-0, 4=0-1-8, 5=0-1-8. (lb) - Max Horz 2=95(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, 2, 7, 3, 4, 5 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 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) 3, 4, 5. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J802 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689646 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-9DcLI6AVvFHCfsw0LngCmXHcBEvOSgi_Dk9WtMzccSf Scale = 1:17.3 1 2 3 4 3x4 8-0-0 8-0-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-4-11-1-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.10 0.35 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.18 -0.00 (loc) 2 2-4 3 l/defl **** >540 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=30(LC 9) Max Uplift 3=-16(LC 9) Max Grav 3=59(LC 16), 2=266(LC 16), 4=55(LC 1) 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 greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a 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) 3. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J804 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689647 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-9DcLI6AVvFHCfsw0LngCmXHZNEvgSgi_Dk9WtMzccSf Scale = 1:17.1 1 2 3 4 3x4 8-0-0 8-0-0 -1-0-0 1-0-0 3-10-15 3-10-15 0-4-11-11-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.28 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-4 3 l/defl **** >579 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=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=52(LC 9) Max Uplift 3=-37(LC 9), 2=-7(LC 9) Max Grav 3=161(LC 16), 2=381(LC 16), 4=54(LC 1) 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 greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a 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) 3, 2. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J806 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689648 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-dPAjWSB7gYP3H?VCvUBRJkpb1eFvB7y7ROv3QozccSe Scale = 1:16.9 1 2 5 3 4 3x4 8-0-0 8-0-0 -1-0-0 1-0-0 5-10-15 5-10-15 0-4-12-9-100-3-85.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.86 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-4 3 l/defl **** >579 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=74(LC 9) Max Uplift 3=-59(LC 9), 2=-18(LC 9) Max Grav 3=274(LC 16), 2=445(LC 16), 4=54(LC 1) 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 greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a 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) 3, 2. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J808 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689649 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-5ck5jnClRsXwv94OTCigryMla2YwwaCHg2ecyFzccSd Scale = 1:21.7 1 2 8 3 4 3x6 8-0-0 8-0-0 -1-0-0 1-0-0 7-10-15 7-10-15 0-4-13-7-100-3-85.00 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.94 0.54 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.25 -0.37 0.01 (loc) 4-7 4-7 2 l/defl >381 >254 n/a L/d 360 240 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=95(LC 9) Max Uplift 3=-64(LC 9), 2=-28(LC 9) Max Grav 3=333(LC 16), 2=468(LC 16), 4=107(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 greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J810 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689650 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-5ck5jnClRsXwv94OTCigryMls2XZwaCHg2ecyFzccSd Scale = 1:26.1 1 2 9 3 4 5 3x6 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 9-10-15 1-10-15 0-4-14-5-100-4-74-1-34-5-105.00 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.92 0.63 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.38 0.01 (loc) 5-8 5-8 2 l/defl >400 >254 n/a L/d 360 240 n/a PLATES MT20 Weight: 27 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-1-8. (lb) - Max Horz 2=117(LC 9) 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=431(LC 16), 3=419(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 greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 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 Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J812 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689651 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-ZoITx7DNCAfnWJfb1vDvO9uyjRtQf1RQviOAUhzccSc Scale = 1:30.4 1 9 2 3 4 5 4x4 7-9-0 7-9-0 7-9-0 7-9-0 11-7-15 3-10-15 0-5-55-3-100-4-74-11-35-3-105.00 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.78 0.59 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.20 -0.35 0.02 (loc) 5-8 5-8 1 l/defl >461 >262 n/a L/d 360 240 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 4=Mechanical, 2=0-1-8, 3=0-1-8. (lb) - Max Horz 1=127(LC 9) 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, 3 except 1=323(LC 16), 2=401(LC 16) 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 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) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 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) 2, 3. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J814 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689652 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-2_rs8TD?zTne8TEnacl8wNR5zrBeOUha8M7j07zccSb Scale = 1:35.4 1 10 2 3 4 5 6 4x4 7-9-0 7-9-0 7-9-0 7-9-0 13-7-15 5-10-15 0-5-56-1-100-4-75-9-36-1-105.00 12 Plate Offsets (X,Y)-- [1:0-1-15,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 IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.94 0.65 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.38 0.03 (loc) 6-9 6-9 1 l/defl >435 >241 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 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) 1=Mechanical, 5=Mechanical, 6=Mechanical. (lb) - Max Horz 1=149(LC 9) 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, 3, 4 except 1=311(LC 16), 2=338(LC 16) 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 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) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 3, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J816 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689653 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-2_rs8TD?zTne8TEnacl8wNR5?rBfOUha8M7j07zccSb Scale = 1:39.9 1 2 11 3 4 5 6 7 4x4 7-9-0 7-9-0 7-9-0 7-9-0 15-7-15 7-10-15 0-5-56-11-100-4-76-7-36-11-105.00 12 Plate Offsets (X,Y)-- [1:0-1-15,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 IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.94 0.65 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.38 0.03 (loc) 7-10 7-10 1 l/defl >436 >241 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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) 1=Mechanical, 6=Mechanical, 7=Mechanical. (lb) - Max Horz 1=171(LC 9) 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, 3, 4, 5 except 1=311(LC 1), 2=293(LC 16) 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 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) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 3, 4, 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J818 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689654 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-WAPEMpEeknvVmdpz8KGNTa_GlFXu7xxjM0tHZZzccSa Scale = 1:44.4 1 2 3 12 4 5 6 7 8 4x4 7-9-0 7-9-0 7-9-0 7-9-0 17-7-15 9-10-15 0-5-57-9-100-4-77-5-37-9-105.00 12 Plate Offsets (X,Y)-- [1:0-1-15,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 IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.94 0.65 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.38 0.03 (loc) 8-11 8-11 1 l/defl >436 >241 n/a L/d 360 240 n/a PLATES MT20 Weight: 31 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 1=Mechanical, 7=Mechanical, 8=Mechanical. (lb) - Max Horz 1=193(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 3, 4, 5, 6 Max Grav All reactions 250 lb or less at joint(s) 7, 8, 3, 4, 5, 6 except 1=311(LC 1), 2=293(LC 1) 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 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) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5, 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 3, 4, 5, 6. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss J820 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689655 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:18 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-_NzcZ9FGV51MNnOAi1nc0oWRVft7sOBtbgcq50zccSZ Scale = 1:48.8 1 3 2 4 5 14 6 7 8 9 10 3x6 4x4 7-9-0 7-9-0 7-9-0 7-9-0 19-7-3 11-10-3 0-5-58-7-50-4-78-2-148-7-55.00 12 Plate Offsets (X,Y)-- [1:0-1-15,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 IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.94 0.65 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.38 0.03 (loc) 10-13 10-13 1 l/defl >436 >241 n/a L/d 360 240 n/a PLATES MT20 Weight: 34 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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 9=Mechanical, 1=Mechanical, 10=Mechanical. (lb) - Max Horz 1=214(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 9, 2, 4, 5, 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 9, 10, 4, 5, 6, 7, 8 except 1=311(LC 1), 2=293(LC 1) 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 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) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 4, 5, 6, 7, 8. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 2, 4, 5, 6, 7, 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5, 6, 7, 8. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss V1 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689656 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:18 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-_NzcZ9FGV51MNnOAi1nc0oWfPf0usOBtbgcq50zccSZ Scale = 1:8.6 1 2 3 3x4 3x6 3x4 0-0-10 0-0-10 4-8-0 4-7-6 2-4-0 2-4-0 4-8-0 2-4-0 0-0-40-11-110-0-45.00 12 Plate Offsets (X,Y)-- [2:0-3-0,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 IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.05 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 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 4-8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=4-6-13, 3=4-6-13 Max Horz 1=8(LC 10) Max Uplift 1=-8(LC 10), 3=-8(LC 11) Max Grav 1=136(LC 16), 3=136(LC 17) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 10,2021 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 J1070272B Truss V2 Truss Type Roof Special Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689657 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:19 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-SZX_nVGuGO9C?wzMGlIrY?3jm3J?brR0qKMNdSzccSY Scale = 1:16.3 1 2 3 4 4x4 4x4 4x4 4x4 0-0-10 0-0-10 8-8-0 8-7-6 2-10-8 2-10-8 5-9-8 2-11-0 8-8-0 2-10-8 0-0-40-10-91-1-150-0-40-10-95.00 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-R 0.46 0.29 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, except 2-0-0 oc purlins (5-4-1 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=8-6-13, 4=8-6-13 Max Horz 1=7(LC 14) Max Uplift 1=-19(LC 6), 4=-19(LC 7) Max Grav 1=331(LC 29), 4=331(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-854/77, 2-3=-809/69, 3-4=-854/77 BOT CHORD 1-4=-59/809 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 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. March 10,2021 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 J1070272B Truss V3 Truss Type Roof Special Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689658 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:34:20 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-wl5M_rGW1iI3d4XYpSp45DcuUSgyKHz92_5x9uzccSX Scale = 1:20.8 1 2 3 4 5 6 7 8 3x4 4x4 4x4 3x4 3x8 0-0-10 0-0-10 6-4-10 6-4-0 12-8-0 6-3-6 2-10-8 2-10-8 6-4-10 3-6-2 9-9-8 3-4-14 12-8-0 2-10-8 0-0-40-10-91-1-150-0-40-10-95.00 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 IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.46 0.24 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=12-6-13, 5=12-6-13, 6=12-6-13 Max Horz 1=-7(LC 11) Max Uplift 1=-22(LC 6), 5=-22(LC 7), 6=-28(LC 6) Max Grav 1=250(LC 29), 5=244(LC 29), 6=656(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-546/92, 2-3=-502/88, 3-4=-502/88, 4-5=-545/92 BOT CHORD 1-6=-78/502, 5-6=-78/502 WEBS 3-6=-559/86 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) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 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. March 10,2021 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2006 MiTek® All Rights ReservedWEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ER-5243, 9604B,9730, 95-43, 96-31, 9667ANER-487, NER-56195110, 84-32, 96-67, ER-3907, 9432AJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBS