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2022.0064-2022.0064 2448 B ROOF SEALS (approved)
Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1070272A 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 I13689580I13689568 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 J1070272A Truss A1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689568 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:08 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-K6MNjcJvuXItbTw??7_i9TErV7cx2jIlwRwuvPzccaD 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 J1070272A Truss A1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689568 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:08 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-K6MNjcJvuXItbTw??7_i9TErV7cx2jIlwRwuvPzccaD 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 J1070272A Truss A2 Truss Type Common Qty 13 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689569 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-oIwlxyKXfrQkDdVBZrVxhgmuTXxVn9gu95fSRszccaC 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 J1070272A Truss A2SL Truss Type Common Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689570 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-GUU78IL9Q9Ybqn4N6Y1AEuJ2CxHkWcw2NlP?zIzccaB 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 10) 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 J1070272A Truss A2SR Truss Type Common Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689571 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-kh2VMeMnBShSSxfZgFYPm5sDyLdyF2ABcO8ZVkzccaA 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 10) 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 J1070272A Truss A4 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689572 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-dSH0B?PIFhBuxYyLv5cLxx00gy_0BsUnX06meVzcca6 Scale = 1:81.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 25 24 23 22 21 20 19 18 17 16 79 67 80 78 41 43 5226 36 77 62 4x8 3x10 4x8 3x4 4x4 3x4 5x8 3x4 3x4 3x4 4x4 3x4 5x8 3x4 3x4 4x8 3x10 4x4 4x4 4x8 1.5x4 1.5x4 1.5x4 1.5x4 7x8 1.5x4 1.5x4 1.5x4 5x8 5x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 4x8 1.5x4 1.5x4 1.5x4 1.5x4 7x8 1.5x4 1.5x4 1.5x4 5x8 1.5x4 1.5x4 1.5x4 1.5x4 4x8 3x4 1.5x4 5x6 3x4 3x4 5x6 4x8 5x6 1.5x4 3x4 1.5x4 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)-- [2:0-10-4,0-0-6], [3:0-0-12,0-2-0], [4:0-0-12,0-1-8], [5:0-1-12,0-2-8], [8:0-4-0,Edge], [11:0-1-12,0-2-8], [12:0-0-12,0-1-8], [13:0-2-8,0-2-0], [14:0-10-4,0-0-6] , [20:0-1-12,0-1-8], [21:0-1-12,0-1-8], [26:0-2-0,0-0-8], [36:0-4-0,0-2-4], [41:0-3-0,0-2-4], [43:0-2-0,0-0-4], [52:0-2-0,0-0-8], [62:0-4-0,0-2-4], [67:0-3-0 ,0-2-4], [80:0-2-0,0-1-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.41 0.85 0.33 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.44 0.19 (loc) 18-20 18-20 14 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 370 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 5-8,8-11: 2x6 DF SS BOT CHORD 2x4 HF No.2 WEBS 2x6 DF SS *Except* 10-20,6-21,9-20,7-21: 2x4 HF No.2 10-17,11-17,6-24,5-24,3-25,13-16,7-9: 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 26, 36, 52, 62, 78, 79 REACTIONS. (size)2=0-5-8, 14=0-5-8 Max Horz 2=98(LC 14) Max Uplift 2=-114(LC 10), 14=-114(LC 11) Max Grav 2=1663(LC 1), 14=1663(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/148, 3-5=-3451/215, 5-6=-3162/197, 6-7=-2236/143, 7-8=-421/26, 8-9=-421/25, 9-10=-2236/143, 10-11=-3169/197, 11-13=-3464/214, 13-14=-3330/160 BOT CHORD 2-25=-209/2971, 24-25=-222/2962, 23-24=-134/2429, 21-23=-137/2508, 20-21=-23/1990, 18-20=-40/2507, 17-18=-38/2409, 16-17=-125/2940, 14-16=-125/2940 WEBS 20-79=-909/160, 10-79=-916/157, 10-67=-32/634, 17-67=-32/611, 17-80=-471/122, 11-80=-524/128, 6-78=-912/157, 21-78=-909/159, 24-41=-32/605, 6-41=-32/627, 5-43=-521/129, 24-43=-469/123, 20-52=-57/658, 9-52=-56/664, 21-26=-56/657, 7-26=-56/664, 13-80=-51/265, 7-9=-1564/146 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 J1070272A Truss A4 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689572 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:15 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-dSH0B?PIFhBuxYyLv5cLxx00gy_0BsUnX06meVzcca6 NOTES-(12) 10) 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 14. 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. 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 J1070272A Truss C1 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689573 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-5erOPLQw0?JlYiXXTp7aT9ZGKMXgwOswmgsKByzcca5 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 J1070272A Truss C2 Truss Type MONOPITCH Qty 10 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689574 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-ZqPmchQYnIRbAs6j1Wfp0M5QQmtvfr63_KbtjOzcca4 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 J1070272A Truss C3 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689575 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-ZqPmchQYnIRbAs6j1Wfp0M5R3mtvfr63_KbtjOzcca4 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 J1070272A Truss D1 Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689576 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:18 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-11z9q1RAYcZSo0hwaEA2ZaeYJ94yOFIDD_LQFqzcca3 Scale = 1:27.6 1 2 3 4 5 6 7 8 3x4 4x4 3x4 3x8 1.5x4 1.5x4 8-5-8 8-5-8 16-11-0 8-5-8 4-10-15 4-10-15 8-5-8 3-6-9 12-0-1 3-6-9 16-11-0 4-10-15 0-4-13-10-50-4-15.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [5:0-3-0,0-1-8] 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-SH 0.32 0.51 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.18 0.03 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 5=0-5-8 Max Horz 1=40(LC 14) Max Uplift 1=-40(LC 10), 5=-40(LC 11) Max Grav 1=732(LC 16), 5=732(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1399/92, 2-3=-940/47, 3-4=-940/47, 4-5=-1399/92 BOT CHORD 1-6=-89/1238, 5-6=-49/1238 WEBS 3-6=0/466, 4-6=-512/106, 2-6=-512/106 NOTES-(8) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 40 lb uplift at joint 5. 7) 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. 8) 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 J1070272A Truss D2 Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689577 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:19 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-VDXX1NSoJwhJP9G68xhH5nBkPZRH7jdMSe4_oHzcca2 Scale = 1:30.3 1 2 3 4 5 6 7 8 9 10 4x4 4x4 4x4 3x8 1.5x4 1.5x4 8-5-8 8-5-8 16-11-0 8-5-8 -1-0-0 1-0-0 4-10-15 4-10-15 8-5-8 3-6-9 12-0-1 3-6-9 16-11-0 4-10-15 17-11-0 1-0-0 0-4-13-10-50-4-15.00 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 0.30 0.51 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.18 0.03 (loc) 6-8 6-8 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-45(LC 11) Max Uplift 2=-57(LC 10), 6=-57(LC 11) Max Grav 2=815(LC 17), 6=815(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1390/88, 3-4=-926/45, 4-5=-926/45, 5-6=-1390/88 BOT CHORD 2-8=-80/1216, 6-8=-36/1216 WEBS 4-8=0/447, 5-8=-499/103, 3-8=-499/103 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 2 and 57 lb uplift at joint 6. 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 J1070272A Truss D3 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689578 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:20 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-_P5vEjTQ3DpA1JrIieCWe?jyFzujsC8WgIqXKjzcca1 Scale = 1:30.3 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 4x4 3x4 3x4 16-11-0 16-11-0 -1-0-0 1-0-0 8-5-8 8-5-8 16-11-0 8-5-8 17-11-0 1-0-0 0-4-13-10-50-4-15.00 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 0.10 0.05 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.00 (loc) 12 13 12 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-11-0. (lb) - Max Horz 2=-45(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 18, 19, 20, 21, 17, 16, 15 except 22=284(LC 17), 14=284(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 19, 20, 21, 22, 17, 16, 15, 14. 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. 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 J1070272A Truss HR1 Truss Type RAFTER Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689579 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:20 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-_P5vEjTQ3DpA1JrIieCWe?jw9zunsCsWgIqXKjzcca1 Scale = 1:9.0 1 2 4 3 3x4 1-10-15 -1-10-0 1-10-0 2-8-7 2-8-7 0-4-11-1-100-4-10-9-81-1-103.54 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.23 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 0.02 -0.00 (loc) 4 4 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-7-6, 3=Mechanical Max Horz 2=39(LC 6) Max Uplift 2=-77(LC 6), 3=-19(LC 16) Max Grav 2=381(LC 17), 3=65(LC 17) 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 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 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 J1070272A Truss J22 Truss Type Jack-Open Qty 10 Ply 1 MFour Contractors, LLC Job Reference (optional) I13689580 8.430 s Nov 30 2020 MiTek Industries, Inc. Tue Mar 9 15:26:21 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:qBmPsOPMvoZZ67CDlEWhopyTu8_-ScfHS2T3qXx1fTQUGMjlACG72NEEbf5fvyZ5s9zcca0 Scale = 1:8.7 1 2 3 4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-4-11-2-15.00 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 0.03 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 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=31(LC 10) Max Uplift 3=-17(LC 10), 2=-22(LC 6) Max Grav 3=64(LC 17), 2=228(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 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