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2022.0062-2022.0062 2155 B ROOF SEALS (approved)Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1070180A 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 7,2021 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Re: thru I13685198I13685160 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 J1070180A Truss A2 Truss Type Common Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685160 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:41 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-S9BxRtJSdA3stPwbW3rlX_e6uA9jpfV0fMS2COzdyfO Scale = 1:45.7 1 2 3 4 5 6 7 10 9 81112 5x6 3x6 3x6 3x4 1.5x4 3x4 1.5x4 3x6 9-0-10 9-0-10 17-5-6 8-4-13 26-6-0 9-0-10 -1-0-0 1-0-0 6-11-6 6-11-6 13-3-0 6-3-10 19-6-10 6-3-10 26-6-0 6-11-6 27-6-0 1-0-0 0-4-15-10-50-4-15.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [6:0-3-0,0-1-8], [8:0-1-8,0-1-8], [10:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.84 0.83 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.37 0.08 (loc) 8-10 6-8 6 l/defl >999 >843 n/a L/d 360 240 n/a PLATES MT20 Weight: 91 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-7-8, 6=0-5-8 Max Horz 2=67(LC 14) Max Uplift 2=-81(LC 10), 6=-80(LC 11) Max Grav 2=1184(LC 3), 6=1180(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2210/134, 3-4=-1977/124, 4-5=-1990/125, 5-6=-2228/136 BOT CHORD 2-10=-133/1987, 8-10=-17/1291, 6-8=-67/2007 WEBS 4-8=-53/817, 5-8=-561/142, 4-10=-52/800, 3-10=-547/140 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 81 lb uplift at joint 2 and 80 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss A2S Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685161 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:42 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-wLlJfDJ4OUBjVZVn4mM_4CBGeaVyY6lAu?BbkqzdyfN Scale = 1:45.7 1 2 3 4 5 6 7 10 9 81112 5x6 3x6 3x6 3x4 1.5x4 3x4 1.5x4 3x6 9-0-10 9-0-10 17-5-6 8-4-13 26-6-0 9-0-10 -1-0-0 1-0-0 6-11-6 6-11-6 13-3-0 6-3-10 19-6-10 6-3-10 26-6-0 6-11-6 27-6-0 1-0-0 0-4-15-10-50-4-15.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [6:0-3-0,0-1-8], [8:0-1-8,0-1-8], [10:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.84 0.83 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.37 0.08 (loc) 8-10 6-8 6 l/defl >999 >843 n/a L/d 360 240 n/a PLATES MT20 Weight: 91 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-7-8, 6=0-5-8 Max Horz 2=67(LC 14) Max Uplift 2=-81(LC 10), 6=-80(LC 11) Max Grav 2=1184(LC 3), 6=1180(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2210/134, 3-4=-1977/124, 4-5=-1990/125, 5-6=-2228/136 BOT CHORD 2-10=-133/1987, 8-10=-17/1291, 6-8=-67/2007 WEBS 4-8=-53/817, 5-8=-561/142, 4-10=-52/800, 3-10=-547/140 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 81 lb uplift at joint 2 and 80 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss A3 Truss Type COMMON Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685162 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:43 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-OYIhsZKi9nJa7j4zeUtDcPjRUzrBHZ?J7fx8HHzdyfM Scale = 1:44.6 1 2 3 4 5 6 9 8 71011 4x4 4x6 3x6 3x4 1.5x4 3x4 1.5x4 3x6 8-9-10 8-9-10 17-2-6 8-4-13 26-3-0 9-0-10 6-8-6 6-8-6 13-0-0 6-3-10 19-3-10 6-3-10 26-3-0 6-11-6 27-3-0 1-0-0 0-5-55-10-50-4-15.00 12 Plate Offsets (X,Y)-- [1:0-1-1,0-1-15], [5:0-3-0,0-1-8], [7:0-1-8,0-1-8], [9:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.84 0.83 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.37 0.08 (loc) 7-9 5-7 5 l/defl >999 >841 n/a L/d 360 240 n/a PLATES MT20 Weight: 89 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-2-8, 5=0-5-8 Max Horz 1=-72(LC 15) Max Uplift 1=-63(LC 10), 5=-80(LC 11) Max Grav 1=1111(LC 3), 5=1179(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2212/137, 2-3=-1979/126, 3-4=-1989/125, 4-5=-2226/136 BOT CHORD 1-9=-136/1988, 7-9=-18/1291, 5-7=-68/2006 WEBS 3-7=-53/817, 4-7=-561/142, 3-9=-54/803, 2-9=-548/141 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 1 and 80 lb uplift at joint 5. 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss A5 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685163 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:44 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-sks44vLKw5RRktfACBPS9dGdmNAq0wBTMJgipjzdyfL Scale = 1:50.5 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 5x12 5x12 4x12 4x12 MT18HS3x4 1.5x4 4x10 2x4 3x4 1.5x4 4x12 6-11-7 6-11-7 13-3-0 6-3-9 19-6-9 6-3-9 26-6-0 6-11-7 -1-0-0 1-0-0 4-1-12 4-1-12 6-11-7 2-9-11 7-10-15 0-11-8 13-3-0 5-4-1 18-7-1 5-4-1 19-6-9 0-11-8 22-4-4 2-9-11 26-6-0 4-1-12 27-6-0 1-0-0 0-4-13-4-43-7-100-0-40-4-10-0-40-0-153-4-45.00 12 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [4:0-5-8,0-1-12], [6:0-5-8,0-1-12], [8:0-0-10,Edge], [12:0-5-0,0-1-12] 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 0.80 0.93 0.63 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.37 -0.57 0.17 (loc) 12 12-13 8 l/defl >845 >552 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 117 lb FT = 20% GRIP 185/148 220/195 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 4-6: 2x6 DF SS BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-10 oc purlins, except 2-0-0 oc purlins (2-9-13 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 8-1-13 oc bracing. REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=38(LC 14) Max Uplift 2=-278(LC 6), 8=-278(LC 7) Max Grav 2=2632(LC 31), 8=2632(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5466/697, 3-4=-5619/736, 4-5=-6752/912, 5-6=-6752/912, 6-7=-5619/736, 7-8=-5466/697 BOT CHORD 2-13=-606/4934, 12-13=-669/5260, 10-12=-664/5260, 8-10=-597/4934 WEBS 3-13=-47/458, 4-13=0/316, 4-12=-214/1678, 5-12=-1329/312, 6-12=-214/1678, 6-10=0/316, 7-10=-47/458 NOTES-(17) 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 278 lb uplift at joint 2 and 278 lb uplift at joint 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 8. 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) Girder carries hip end with 8-0-0 end setback. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 664 lb down and 184 lb up at 19-0-10, 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.Continued on page 2 March 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss A5 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685163 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:45 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-LwQSHFMzhPZIM0EMluwhhqpoWnV3lNRcazQFL9zdyfK NOTES-(17) 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-157, 6-9=-66, 2-8=-33(F=-19) Concentrated Loads (lb) Vert: 4=-572 6=-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 J1070180A Truss A6S Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685164 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:46 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-p7_qUbNbSih9_ApYJcRwE2L2TBv6Uvumpd9ptbzdyfJ Scale = 1:50.5 1 2 3 4 5 6 7 8 9 12 11 10 13 14 15 16 4x6 4x6 3x8 3x6 3x8 1.5x4 3x4 3x8 1.5x4 3x8 9-4-4 9-4-4 17-1-12 7-9-8 26-6-0 9-4-4 -1-0-0 1-0-0 4-11-6 4-11-6 9-4-4 4-4-14 9-10-15 0-6-11 13-3-0 3-4-1 16-7-1 3-4-1 17-1-12 0-6-11 21-6-10 4-4-14 26-6-0 4-11-6 27-6-0 1-0-0 0-4-14-2-44-5-100-0-40-4-10-0-40-0-154-2-45.00 12 Plate Offsets (X,Y)-- [2:0-8-8,0-0-6], [4:0-2-8,0-2-0], [6:0-2-8,0-2-0], [8:0-8-8,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.47 0.69 0.30 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.36 0.10 (loc) 8-10 8-10 8 l/defl >999 >877 n/a L/d 360 240 n/a PLATES MT20 Weight: 99 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except 2-0-0 oc purlins (4-1-7 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=-49(LC 11) Max Uplift 2=-60(LC 10), 8=-60(LC 11) Max Grav 2=1447(LC 31), 8=1447(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2665/117, 3-4=-2065/94, 4-5=-1799/99, 5-6=-1799/99, 6-7=-2065/94, 7-8=-2665/117 BOT CHORD 2-12=-103/2357, 10-12=-55/1847, 8-10=-65/2357 WEBS 3-12=-577/122, 4-12=0/407, 5-12=-354/83, 5-10=-354/83, 6-10=0/407, 7-10=-577/122 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 60 lb uplift at joint 2 and 60 lb uplift at joint 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss A7 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685165 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:47 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-HJYCixNDD0p0bKOltJy9nFuApbEhDH9v2HvMQ2zdyfI Scale = 1:50.5 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 4x8 4x6 3x10 4x6 3x4 1.5x4 3x4 3x8 3x4 1.5x4 3x10 5-11-6 5-11-6 11-4-4 5-4-14 15-1-12 3-9-8 20-6-10 5-4-14 26-6-0 5-11-6 -1-0-0 1-0-0 5-11-6 5-11-6 11-4-4 5-4-14 11-10-15 0-6-11 14-7-1 2-8-2 15-1-12 0-6-11 20-6-10 5-4-14 26-6-0 5-11-6 27-6-0 1-0-0 0-4-15-0-45-3-100-0-40-4-10-0-40-0-155-0-45.00 12 Plate Offsets (X,Y)-- [2:0-10-4,0-0-6], [4:0-4-0,0-1-4], [5:0-2-4,0-1-12], [7:0-10-4,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.69 0.73 0.62 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.29 0.12 (loc) 12 12-13 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 103 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 2-6-9 oc purlins, except 2-0-0 oc purlins (3-11-3 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=58(LC 10) Max Uplift 2=-72(LC 10), 7=-72(LC 11) Max Grav 2=1602(LC 31), 7=1602(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3019/106, 3-4=-2158/72, 4-5=-1868/86, 5-6=-2159/72, 6-7=-3019/107 BOT CHORD 2-13=-105/2662, 12-13=-105/2662, 11-12=-9/1866, 9-11=-48/2662, 7-9=-48/2662 WEBS 3-12=-849/105, 4-12=-7/420, 5-11=0/421, 6-11=-847/106 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 72 lb uplift at joint 2 and 72 lb uplift at joint 7. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 7. 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss A8 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685166 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:48 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-lV6avGOr_KxtDUyxR1TOJTRLQ_ZzykQ2GxevyUzdyfH Scale: 1/4"=1' 1 2 3 4 5 6 7 12 11 10 9 8 13 14 4x6 4x8 4x6 4x6 3x4 1.5x4 3x4 3x8 3x4 1.5x4 4x6 5-8-6 5-8-6 11-1-4 5-4-14 14-10-12 3-9-8 20-3-10 5-4-14 26-3-0 5-11-6 5-8-6 5-8-6 11-1-4 5-4-14 11-7-15 0-6-11 14-4-1 2-8-2 14-10-12 0-6-11 20-3-10 5-4-14 26-3-0 5-11-6 27-3-0 1-0-0 0-5-55-0-45-3-100-4-10-0-40-0-155-0-45.00 12 Plate Offsets (X,Y)-- [1:0-1-1,0-1-15], [3:0-4-0,0-1-4], [4:0-2-4,0-1-12], [6:0-4-11,0-1-13] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.69 0.79 0.62 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.20 -0.28 0.12 (loc) 11 11-12 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 101 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 2-5-15 oc purlins, except 2-0-0 oc purlins (3-11-4 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 6=0-5-8 Max Horz 1=-62(LC 11) Max Uplift 1=-56(LC 10), 6=-72(LC 11) Max Grav 1=1460(LC 31), 6=1601(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3015/109, 2-3=-2152/73, 3-4=-1864/87, 4-5=-2155/73, 5-6=-3015/107 BOT CHORD 1-12=-108/2656, 11-12=-108/2656, 10-11=-10/1861, 8-10=-48/2658, 6-8=-48/2658 WEBS 2-11=-847/108, 3-11=-7/417, 4-10=0/419, 5-10=-847/106 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 1 and 72 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) 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss A9S Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685167 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:49 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-Dhgz7cPTld3kreX7_k_dsgzZTOwShGcCVbOTUwzdyfG Scale = 1:47.0 1 2 3 4 5 6 7 8 11 10 9 12 13 14 15 4x5 4x6 4x6 3x6 3x8 1.5x4 3x4 3x8 1.5x4 3x8 9-1-4 9-1-4 16-10-12 7-9-8 26-3-0 9-4-4 4-8-6 4-8-6 9-1-4 4-4-14 9-7-15 0-6-11 13-0-0 3-4-1 16-4-1 3-4-1 16-10-12 0-6-11 21-3-10 4-4-14 26-3-0 4-11-6 27-3-0 1-0-0 0-5-54-2-44-5-100-4-10-0-40-0-154-2-45.00 12 Plate Offsets (X,Y)-- [1:0-1-1,0-1-15], [3:0-2-8,0-2-0], [5:0-2-8,0-2-0], [7:0-8-8,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.48 0.71 0.30 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.19 -0.35 0.10 (loc) 7-9 7-9 7 l/defl >999 >878 n/a L/d 360 240 n/a PLATES MT20 Weight: 97 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except 2-0-0 oc purlins (4-1-8 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 7=0-5-8 Max Horz 1=-53(LC 11) Max Uplift 1=-44(LC 10), 7=-60(LC 11) Max Grav 1=1305(LC 31), 7=1446(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2634/121, 2-3=-2062/97, 3-4=-1796/102, 4-5=-1796/99, 5-6=-2062/94, 6-7=-2662/117 BOT CHORD 1-11=-105/2347, 9-11=-57/1842, 7-9=-66/2355 WEBS 2-11=-569/123, 3-11=0/405, 4-11=-357/81, 4-9=-353/84, 5-9=0/405, 6-9=-578/122 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 60 lb uplift at joint 7. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7. 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss AA Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685168 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:50 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-huELKyQ5WxBbSo6KYSVsOuWexoD0QYWLkF700NzdyfF Scale: 1/4"=1' 5 6 7 8 1 2 3 4 14 13 12 11 10 9 15 16 17 18 19 5x10 3x12 MT20HS 4x12 4x12 MT18HS 3x4 1.5x4 3x6 3x4 1.5x4 4x6 4x10 5x8 5x8 4-10-0 4-10-0 9-6-4 4-8-4 14-2-8 4-8-4 18-10-12 4-8-4 26-3-0 7-4-4 4-10-0 4-10-0 9-6-4 4-8-4 14-2-8 4-8-4 18-4-1 4-1-9 18-10-12 0-6-11 22-1-4 3-2-8 26-3-0 4-1-12 27-3-0 1-0-0 3-4-43-7-100-4-13-4-45.00 12 Plate Offsets (X,Y)-- [1:0-2-8,0-1-8], [2:0-2-4,0-1-8], [5:0-4-8,0-2-0], [7:0-0-10,Edge], [11:0-1-12,0-1-8], [12:0-4-12,0-1-12], [13:0-2-0,0-1-12] 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 0.88 0.95 0.96 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.37 -0.55 -0.13 (loc) 11-12 11-12 14 l/defl >850 >566 n/a L/d 360 240 n/a PLATES MT20 MT20HS MT18HS Weight: 117 lb FT = 20% GRIP 185/148 139/111 220/195 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 1-5: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E *Except* 7-10: 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 5-11,4-12,2-12,1-13: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-0 max.): 1-5. BOT CHORD Rigid ceiling directly applied or 8-0-6 oc bracing. WEBS 1 Row at midpt 1-14 REACTIONS. (size)14=Mechanical, 7=0-5-8 Max Horz 7=-91(LC 8) Max Uplift 14=-354(LC 6), 7=-256(LC 7) Max Grav 14=3000(LC 27), 7=2471(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-5518/692, 6-7=-5317/653, 1-2=-3893/480, 2-3=-5942/731, 3-4=-5942/731, 4-5=-6369/810, 1-14=-2914/390 BOT CHORD 12-13=-480/3893, 11-12=-819/6369, 9-11=-687/5160, 7-9=-632/4829 WEBS 6-9=-84/433, 5-9=0/312, 5-11=-167/1474, 4-11=-704/175, 4-12=-619/106, 3-12=-903/208, 2-12=-305/2447, 2-13=-2352/405, 1-13=-545/4576 NOTES-(17) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) The Fabrication Tolerance at joint 5 = 8% 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 354 lb uplift at joint 14 and 256 lb uplift at joint 7. 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) Girder carries hip end with 8-0-0 right side setback, 0-0-0 left side setback, and 8-0-0 end setback. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 March 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss AA Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685168 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:50 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-huELKyQ5WxBbSo6KYSVsOuWexoD0QYWLkF700NzdyfF NOTES-(17) 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 664 lb down and 184 lb up at 18-7-3 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 5-8=-66, 1-5=-157, 7-14=-33(B=-19) Concentrated Loads (lb) Vert: 5=-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 J1070180A Truss B1A Truss Type COMMON GIRDER Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I13685169 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:58 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-SQiM0hW7dOCSQ0js07fkjar_40xxIG2XaV3RJvzdyf7 Scale = 1:32.5 1 2 3 4 5 6 9 8 7 10 11 12 13 14 15 16 4x12 6x6 4x12 10x10 4x5 3x8 4x5 3x8 MUS26 MUS26 MUS26 MUS26 MUS26 THD26 5-4-3 5-4-3 9-7-12 4-3-9 13-11-5 4-3-9 19-3-8 5-4-3 5-4-3 5-4-3 9-7-12 4-3-9 13-11-5 4-3-9 19-3-8 5-4-3 20-3-8 1-0-0 0-4-14-4-40-4-15.00 12 Plate Offsets (X,Y)-- [1:0-3-9,0-2-5], [2:0-2-0,0-1-8], [4:0-2-0,0-1-8], [5:0-3-9,0-2-5], [7:0-4-8,0-1-8], [9:0-4-8,0-1-8] 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-SH 0.94 0.94 0.61 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.34 0.07 (loc) 7-8 7-8 5 l/defl >999 >668 n/a L/d 360 240 n/a PLATES MT20 Weight: 171 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 3-8: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-7 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=-56(LC 11) Max Uplift 1=-619(LC 10), 5=-422(LC 11) Max Grav 1=5553(LC 17), 5=3867(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11676/1301, 2-3=-7958/902, 3-4=-7953/903, 4-5=-9197/998 BOT CHORD 1-9=-1201/10704, 8-9=-1201/10704, 7-8=-869/8393, 5-7=-869/8393 WEBS 3-8=-640/5772, 4-8=-1266/162, 4-7=-40/701, 2-8=-3853/476, 2-9=-295/2798 NOTES-(15) 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 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 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) 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 619 lb uplift at joint 1 and 422 lb uplift at joint 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) Load case(s) 16, 19 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Use USP MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-2-12 from the left end to 9-2-12 to connect truss(es) to front face of bottom chord. Continued on page 2 March 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss B1A Truss Type COMMON GIRDER Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I13685169 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:58 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-SQiM0hW7dOCSQ0js07fkjar_40xxIG2XaV3RJvzdyf7 NOTES-(15) 13) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent at 11-2-12 from the left end to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-6=-66, 1-5=-14 Concentrated Loads (lb) Vert: 9=-1036(F) 12=-1036(F) 13=-1036(F) 14=-1036(F) 15=-1036(F) 16=-2534(F) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-16, 3-5=-16, 5-6=-66, 1-5=-14 Concentrated Loads (lb) Vert: 9=-389(F) 14=-389(F) 15=-389(F) 16=-950(F) 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-3=-16, 3-6=-16, 1-5=-14 Concentrated Loads (lb) Vert: 9=-389(F) 12=-389(F) 13=-389(F) 14=-389(F) 15=-389(F) 16=-950(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss B2 Truss Type Common Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685170 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:59 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-wdGkD1XlOiKJ1AI2arAzGnOIfQLc1oqgo9p?rLzdyf6 Scale = 1:34.1 1 2 3 4 5 6 7 8 9 10 4x4 3x6 3x6 3x8 1.5x4 1.5x4 9-7-12 9-7-12 19-3-8 9-7-12 -1-0-0 1-0-0 5-1-12 5-1-12 9-7-12 4-6-0 14-1-12 4-6-0 19-3-8 5-1-12 20-3-8 1-0-0 0-4-14-4-40-4-15.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-2-0,0-2-4], [6:0-3-0,0-1-8] 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 0.37 0.66 0.32 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.29 0.04 (loc) 6-8 6-8 6 l/defl >999 >775 n/a L/d 360 240 n/a PLATES MT20 Weight: 65 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-11 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=50(LC 10) Max Uplift 2=-63(LC 10), 6=-63(LC 11) Max Grav 2=894(LC 17), 6=894(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1594/109, 3-4=-1064/52, 4-5=-1064/52, 5-6=-1594/110 BOT CHORD 2-8=-104/1422, 6-8=-54/1422 WEBS 4-8=0/482, 5-8=-585/125, 3-8=-585/124 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 63 lb uplift at joint 2 and 63 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss B2S Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685171 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:29:59 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-wdGkD1XlOiKJ1AI2arAzGnOIfQLc1oqgo9p?rLzdyf6 Scale = 1:34.1 1 2 3 4 5 6 7 8 9 10 4x4 3x6 3x6 3x8 1.5x4 1.5x4 9-7-12 9-7-12 19-3-8 9-7-12 -1-0-0 1-0-0 5-1-12 5-1-12 9-7-12 4-6-0 14-1-12 4-6-0 19-3-8 5-1-12 20-3-8 1-0-0 0-4-14-4-40-4-15.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-2-0,0-2-4], [6:0-3-0,0-1-8] 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 0.37 0.66 0.32 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.29 0.04 (loc) 6-8 6-8 6 l/defl >999 >775 n/a L/d 360 240 n/a PLATES MT20 Weight: 65 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-11 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=50(LC 10) Max Uplift 2=-63(LC 10), 6=-63(LC 11) Max Grav 2=894(LC 17), 6=894(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1594/109, 3-4=-1064/52, 4-5=-1064/52, 5-6=-1594/110 BOT CHORD 2-8=-104/1422, 6-8=-54/1422 WEBS 4-8=0/482, 5-8=-585/125, 3-8=-585/124 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 63 lb uplift at joint 2 and 63 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss B3 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685172 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:01 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-t?OVejY?wJa1HUSRhFCRLCTiGE21ViMzGTI5vEzdyf4 Scale = 1:35.2 1 2 3 4 5 6 7 8 29 30 3x8 3x8 6x8 3x4 3x4 3x4 3x4 3x8 4x8 3x4 3x4 4x8 3x4 3x4 9-7-12 9-7-12 19-3-8 9-7-12 -1-0-0 1-0-0 5-1-12 5-1-12 9-7-12 4-6-0 14-1-12 4-6-0 19-3-8 5-1-12 20-3-8 1-0-0 0-4-14-4-40-4-15.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-1-8], [3:0-2-8,0-2-0], [4:0-5-8,0-2-4], [5:0-2-8,0-2-0], [6:0-2-8,0-1-8], [11:0-1-13,0-0-12], [23:0-1-13,0-0-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.11 0.60 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.23 0.04 (loc) 2-8 2-8 6 l/defl >999 >996 n/a L/d 360 240 n/a PLATES MT20 Weight: 114 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Left 2x4 DF No.1&Btr - 4-11-7, Right 2x4 DF No.1&Btr -t 4-11-7 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=48(LC 14) Max Uplift 2=-63(LC 10), 6=-63(LC 11) Max Grav 2=894(LC 17), 6=894(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1614/104, 3-4=-1087/53, 4-5=-1089/52, 5-6=-1615/106 BOT CHORD 2-8=-97/1450, 6-8=-51/1451 WEBS 3-8=-581/115, 4-8=0/484, 5-8=-579/117 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 2 and 63 lb uplift at joint 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss D1 Truss Type Common Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685173 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:01 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-t?OVejY?wJa1HUSRhFCRLCTalE9RVlEzGTI5vEzdyf4 Scale = 1:19.0 1 2 3 4 5 3x4 4x4 3x4 1.5x4 4-7-8 4-7-8 9-4-8 4-9-0 4-7-8 4-7-8 9-4-8 4-9-0 10-4-8 1-0-0 0-4-112-3-130-4-15.00 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-P 0.59 0.19 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.01 (loc) 3-5 3-5 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-3-8, 3=0-3-8 Max Horz 1=-31(LC 11) Max Uplift 1=-22(LC 10), 3=-38(LC 11) Max Grav 1=438(LC 17), 3=560(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-529/14, 2-3=-539/15 BOT CHORD 1-5=0/415, 3-5=0/415 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 38 lb uplift at joint 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss D2 Truss Type COMMON Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685174 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:02 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-LCytr3Zdhdiuue1dFzjguQ0m7eUbEBT6U71fSgzdyf3 Scale = 1:21.1 1 2 3 4 5 6 4x4 3x4 3x4 1.5x4 4-9-0 4-9-0 9-6-0 4-9-0 -1-0-0 1-0-0 4-9-0 4-9-0 9-6-0 4-9-0 10-6-0 1-0-0 0-4-12-3-130-4-15.00 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-P 0.55 0.19 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.01 (loc) 2-6 2-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-3-8 Max Horz 2=-27(LC 15) Max Uplift 2=-38(LC 10), 4=-38(LC 11) Max Grav 2=569(LC 17), 4=569(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-549/13, 3-4=-549/13 BOT CHORD 2-6=0/413, 4-6=0/413 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 38 lb uplift at joint 2 and 38 lb uplift at joint 4. 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss D3 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685175 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:03 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-pOWF3PaFSwqlWocppgEvQdY2d1qizejGjnnC_6zdyf2 Scale = 1:21.1 1 2 3 4 5 63x10 3x10 4x8 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 4-9-0 4-9-0 9-6-0 4-9-0 -1-0-0 1-0-0 4-9-0 4-9-0 9-6-0 4-9-0 10-6-0 1-0-0 0-4-12-3-130-4-15.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-4] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.12 0.20 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.03 0.01 (loc) 4-6 4-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 44 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud SLIDER Left 2x4 DF No.1&Btr -t 4-3-6, Right 2x4 DF No.1&Btr -t 4-3-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-3-8 Max Horz 2=-25(LC 11) Max Uplift 2=-38(LC 10), 4=-39(LC 11) Max Grav 2=568(LC 17), 4=569(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-577/12, 3-4=-578/12 BOT CHORD 2-6=0/451, 4-6=0/451 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) 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) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 2 and 39 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss E1 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685176 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:03 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-pOWF3PaFSwqlWocppgEvQdYuC1hkzSoGjnnC_6zdyf2 Scale = 1:21.6 1 2 3 4 5 7 6 8 9 10 11 4x8 3x4 4x4 4x6 3x4 1.5x4 7-4-4 7-4-4 11-10-0 4-5-12 -1-0-0 1-0-0 3-11-6 3-11-6 7-4-4 3-4-14 7-10-15 0-6-11 11-10-0 3-11-1 0-4-13-4-43-7-103-4-45.00 12 Plate Offsets (X,Y)-- [2:0-1-6,Edge], [4:0-4-0,0-1-4], [6:0-1-12,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.72 0.78 0.89 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.28 0.03 (loc) 2-7 2-7 6 l/defl >999 >497 n/a L/d 360 240 n/a PLATES MT20 Weight: 48 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 4-5: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-3-8 Max Horz 2=91(LC 9) Max Uplift 6=-188(LC 7), 2=-68(LC 10) Max Grav 6=1304(LC 27), 2=1158(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1938/219, 3-4=-1460/159, 5-6=-403/93 BOT CHORD 2-7=-216/1707, 6-7=-168/1244 WEBS 3-7=-461/104, 4-7=0/434, 4-6=-1561/190 NOTES-(15) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 6 and 68 lb uplift at joint 2. 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) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 664 lb down and 184 lb up at 7-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 March 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss E1 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685176 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:03 2021 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-pOWF3PaFSwqlWocppgEvQdYuC1hkzSoGjnnC_6zdyf2 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-157, 2-6=-33(F=-19) Concentrated Loads (lb) Vert: 4=-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 J1070180A Truss E2 Truss Type MONO CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685177 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:04 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-Ha4dGlatDEyc8xB0NOl8zr57TR6Fi0_PyRWmWZzdyf1 Scale = 1:24.9 1 2 3 4 5 7 6 8 4x4 3x4 4x4 1.5x4 3x8 3x4 9-4-4 9-4-4 11-10-0 2-5-12 -1-0-0 1-0-0 4-11-6 4-11-6 9-4-4 4-4-14 9-10-15 0-6-11 11-10-0 1-11-1 0-4-14-2-44-5-104-2-45.00 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-P 0.50 0.44 0.39 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.31 0.01 (loc) 2-7 2-7 6 l/defl >769 >447 n/a L/d 360 240 n/a PLATES MT20 Weight: 52 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-3-8 Max Horz 2=115(LC 9) Max Uplift 6=-35(LC 10), 2=-52(LC 10) Max Grav 6=556(LC 28), 2=822(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1179/104, 3-4=-460/13, 4-5=-331/30, 5-6=-584/13 BOT CHORD 2-7=-117/1004 WEBS 3-7=-745/153, 5-7=-9/644 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 6 and 52 lb uplift at joint 2. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss E3 Truss Type MONOPITCH Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685178 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:05 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-lme0U4bW_Y4Sl5mCw5HNV2eGTrUdRPvZB4GJ2?zdyf0 Scale = 1:28.8 1 2 3 4 6 5 7 3x4 3x4 3x4 3x4 1.5x4 6-1-2 6-1-2 11-10-0 5-8-14 -1-0-0 1-0-0 6-1-2 6-1-2 11-10-0 5-8-14 0-4-15-3-35.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [5:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.61 0.30 0.66 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.08 0.02 (loc) 2-6 2-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-3-8 Max Horz 2=143(LC 7) Max Uplift 5=-61(LC 10), 2=-49(LC 10) Max Grav 5=614(LC 17), 2=597(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-908/48 BOT CHORD 2-6=-70/778, 5-6=-70/778 WEBS 3-5=-857/112 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 61 lb uplift at joint 5 and 49 lb uplift at joint 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss E4 Truss Type MONOPITCH Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685179 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:05 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-lme0U4bW_Y4Sl5mCw5HNV2eGMrUdRPlZB4GJ2?zdyf0 Scale = 1:28.8 1 2 3 5 4 6 3x4 3x4 3x4 3x4 1.5x4 6-1-2 6-1-2 11-10-0 5-8-14 6-1-2 6-1-2 11-10-0 5-8-14 0-4-15-3-35.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.62 0.30 0.67 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.08 0.02 (loc) 1-5 1-5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 44 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 5-2-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-3-8, 4=Mechanical Max Horz 1=138(LC 7) Max Uplift 1=-34(LC 10), 4=-62(LC 10) Max Grav 1=518(LC 16), 4=618(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-902/50 BOT CHORD 1-5=-73/791, 4-5=-73/791 WEBS 2-4=-870/115 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1 and 62 lb uplift at joint 4. 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss HRA Truss Type CORNER RAFTER Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685180 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:06 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-DzBOhQc8lrCJNFKOUpoc2GARqFuNA0SiPk?sbRzdyf? Scale = 1:35.0 1 2 3 4 5 8 9 6 7 3x6 4x5 3x6 3x6 3x6 3x6 3x6 3x4 1.5x4 1-10-15 -1-10-0 1-10-0 1-8-0 1-8-0 11-2-4 9-6-4 18-7-6 7-5-2 0-4-15-9-140-0-60-4-45-0-35-9-143.54 12 Plate Offsets (X,Y)-- [3:0-2-0,0-2-0] 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-P 0.63 0.01 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.22 0.01 (loc) 9 9 7 l/defl >808 >602 n/a L/d 360 240 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-2-2 except (jt=length) 4=0-1-8, 2=0-7-6. (lb) - Max Horz 2=161(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 6, 7 except 4=-131(LC 10), 2=-104(LC 6) Max Grav All reactions 250 lb or less at joint(s) 6 except 4=500(LC 17), 2=522(LC 1), 7=335(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 6, 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb) 4=131, 2=104. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 2, 6, 7. 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss HRA1 Truss Type Corner Rafter Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685181 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-h9lmvmdmV9KA?Pvb2WJraTjhJfEovTkreOlQ7uzdyf_ Scale = 1:10.9 1 4 2 3 3-4-4 3-4-4 3-5-5 0-1-1 4-11-11 1-6-5 0-5-4 0-5-4 4-11-11 4-6-6 0-8-142-0-140-1-90-4-41-3-33.54 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 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 2-3 2-3 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES Weight: 6 lb FT = 20% GRIP LUMBER- TOP CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-2-2, 3=0-2-2 Max Horz 2=38(LC 6) Max Uplift 2=-25(LC 6), 3=-57(LC 10) Max Grav 2=146(LC 16), 3=328(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss HRE Truss Type CORNER RAFTER Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685182 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:07 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-h9lmvmdmV9KA?Pvb2WJraTjbIfEcvThreOlQ7uzdyf_ Scale: 3/8"=1' 1 2 3 4 6 7 8 9 5 4x5 3x8 3x8 3x8 3x8 1.5x4 3x4 3x8 1-10-15 -1-10-0 1-10-0 1-8-0 1-8-0 11-2-4 9-6-4 16-10-2 5-7-14 0-4-15-3-90-0-60-4-14-11-85-3-93.54 12 Plate Offsets (X,Y)-- [3:0-2-4,0-1-12], [4:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.65 0.01 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.23 0.01 (loc) 8 8 7 l/defl >763 >573 n/a L/d 360 240 n/a PLATES MT20 Weight: 44 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-2-2 except (jt=length) 7=Mechanical, 2=0-4-9. (lb) - Max Horz 2=148(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 7, 5 except 2=-107(LC 6), 4=-131(LC 10) Max Grav All reactions 250 lb or less at joint(s) 7 except 2=526(LC 17), 4=546(LC 17), 5=266(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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 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) 7, 5 except (jt=lb) 2=107, 4=131. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J22 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685183 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:08 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-9LJ866eOGTS1dZUncEq47hGvi2aaew_?t2UzeKzdyez 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)-- [2:0-2-6,0-3-4] 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 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J24 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685184 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-eYtWJSe01mauEj3z9xLJguo0jSwpNNE85iEXAmzdyey 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)-- [2:0-2-6,0-3-4] 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 0.34 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J26 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685185 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:09 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-eYtWJSe01mauEj3z9xLJguotFSwpNNE85iEXAmzdyey 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J802 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685186 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-6kRvXofeo4ilsseAjesYC6LFBsA06qUIKMz4jCzdyex 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J804 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685187 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:10 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-6kRvXofeo4ilsseAjesYC6LCNsAI6qUIKMz4jCzdyex 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J806 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685188 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:11 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-aw?Hk8gGZOqcU0DMHMOnlJuDSGWPrHkRZ0jdFfzdyew 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 0.90 0.34 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.17 -0.00 (loc) 2 2-4 3 l/defl **** >561 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=0-3-8, 4=Mechanical Max Horz 2=74(LC 9) Max Uplift 3=-60(LC 9), 2=-17(LC 9) Max Grav 3=279(LC 16), 2=440(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, 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J808 Truss Type JACK-OPEN Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685189 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-27ZfyUhvKhzT5AoYr3v0HXQObgpYak_bogSBn5zdyev Scale = 1:21.1 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-(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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J809 Truss Type JACK-OPEN Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685190 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:12 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-27ZfyUhvKhzT5AoYr3v0HXQP?gotak_bogSBn5zdyev Scale = 1:25.2 1 2 4 9 3 54x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 9-7-0 1-7-0 0-4-14-3-150-4-73-4-44-3-155.00 12 Plate Offsets (X,Y)-- [2:0-2-10,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.85 0.58 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.36 0.01 (loc) 5-8 5-8 2 l/defl >429 >268 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 or 5-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 5=Mechanical, 3=0-1-8 Max Horz 2=112(LC 9) Max Uplift 2=-20(LC 9), 3=-96(LC 9) Max Grav 2=422(LC 16), 5=96(LC 16), 3=504(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 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 at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) This truss is designed in accordance with the 2018 International 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J810 Truss Type JACK-OPEN Qty 5 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685191 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-WJ619qhX5?5KjKNkOnQFqkzZd38QJBDk0KCkJXzdyeu Scale = 1:24.8 1 2 9 3 4 53x6 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=0-3-8, 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-(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 live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 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) 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J812 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685192 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:13 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-WJ619qhX5?5KjKNkOnQFqkzZc3C?JBDk0KCkJXzdyeu Scale = 1:29.0 1 2 7 3 4 5 63x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 11-10-15 3-10-15 0-4-15-3-100-4-74-11-35-3-105.00 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-P 0.92 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-6 5 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 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) 2=0-5-8, 3=0-1-8, 4=0-1-8. (lb) - Max Horz 2=139(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 5, 2, 4 except 3=-105(LC 9) Max Grav All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=412(LC 16), 3=422(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 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 at joint(s) 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 4 except (jt=lb) 3=105. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 10) This truss is designed in accordance with the 2018 International 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss J813 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685193 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:14 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-_VgPN9i9sJDBLUyxyUxUNyWkNTYE2eTtF_xHs_zdyet Scale = 1:31.4 1 2 8 3 4 5 6 73x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 13-1-3 5-1-3 0-4-15-9-90-4-75-5-25-9-95.00 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-P 0.85 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-7 6 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 30 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 0-1-8 except (jt=length) 6=Mechanical, 2=0-5-8, 7=Mechanical. (lb) - Max Horz 2=152(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 4, 5 except 3=-105(LC 9) Max Grav All reactions 250 lb or less at joint(s) 6, 7, 4, 5 except 2=403(LC 16), 3=390(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 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 at joint(s) 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, 4, 5 except (jt=lb) 3=105. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss MV1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685194 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-SiEoaVjndcL2yeX7WCSjv923UtySn4Q1UehrOQzdyes Scale = 1:19.1 1 2 3 5 4 6 3x4 3x4 3x4 1.5x4 1.5x4 7-5-8 7-5-8 7-5-8 7-5-8 3-1-50-0-45.00 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-P 0.25 0.08 0.08 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: 21 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=7-5-8, 5=7-5-8, 4=7-5-8 Max Horz 5=-77(LC 6) Max Uplift 5=-9(LC 6), 4=-53(LC 11) Max Grav 3=125(LC 17), 5=144(LC 17), 4=469(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-411/87 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) 5, 4. 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss MV2 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685195 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:15 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-SiEoaVjndcL2yeX7WCSjv92zStxmn5j1UehrOQzdyes Scale = 1:14.8 1 2 3 3x4 3x4 3x4 5-4-14 5-4-14 5-5-8 5-5-8 2-3-50-0-45.00 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-P 0.58 0.19 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=5-4-14, 3=5-4-14 Max Horz 3=-54(LC 6) Max Uplift 2=-13(LC 11), 3=-24(LC 11) Max Grav 2=259(LC 17), 3=259(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) 2, 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss MV3 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685196 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-wuoAnrkPOwTvan5J4vzySNbFsHJ4WYzAiIROwszdyer Scale = 1:10.0 1 2 3 3x4 3x4 3x4 3-4-14 3-4-14 3-5-8 3-5-8 1-5-50-0-45.00 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-P 0.15 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=3-4-14, 3=3-4-14 Max Horz 3=-30(LC 8) Max Uplift 2=-8(LC 11), 3=-14(LC 11) Max Grav 2=134(LC 17), 3=134(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) 2, 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 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss MV4 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685197 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:16 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-wuoAnrkPOwTvan5J4vzySNbHCHJvWYzAiIROwszdyer Scale = 1:5.7 2 1 1-4-14 1-4-14 1-5-8 0-0-10 1-5-8 1-5-8 0-7-4LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Plate Metal DOL Lumber DOL Rep Stress Incr Code 2-0-0 0.90 0.90 0.90 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.00 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES Weight: 4 lb FT = 20% GRIP LUMBER- BOT CHORD 2x8 DF SS BRACING- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=1-4-14, 2=1-4-14 Max Grav 1=12(LC 5), 2=12(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(6) 1) 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=0.00; Ct=1.10 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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) 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. 6) All dimensions given in feet-inches-sixteenths (FFIISS) format. March 7,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1070180A Truss MV5 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I13685198 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Mar 5 13:30:17 2021 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:bVkDiYavCeF3Q1Shm7wAy6ycOfW-P4MY?Bl19EblCxgWddUB_a7Sohe4F?DKxyAyTIzdyeq Scale = 1:5.9 1 2 3 3x4 1-6-0 1-6-0 0-0-40-7-85.00 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-P 0.01 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a -0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=1-5-6, 2=1-5-6, 3=1-5-6 Max Horz 1=8(LC 10) Max Uplift 1=-1(LC 10), 2=-8(LC 10) Max Grav 1=35(LC 16), 2=30(LC 16), 3=13(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) 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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 7,2021 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