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2386 C Roof SealsTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1107021B 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 January 7,2022 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 I14138451I14138403 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 J1107021B Truss B3 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138403 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:42 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-iWLrAWa2HpgjQ3XZuhWKfaY0bbUWzyY4cPrrYgzxliJ Scale = 1:24.9 1 2 3 4 5 6 9 8 7 10 11 12 13 4x8 4x4 4x4 3x4 3x4 3x8 3x4 1.5x4 7-4-4 7-4-4 12-1-12 4-9-8 13-9-0 1-7-4 -1-0-0 1-0-0 4-11-8 4-11-8 7-4-4 2-4-12 7-10-15 0-6-11 11-7-1 3-8-2 12-1-12 0-6-11 13-9-0 1-7-4 0-4-13-4-43-7-102-8-133-4-45.00 12 Plate Offsets (X,Y)-- [2:0-2-6,Edge], [4:0-4-0,0-1-4] 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 0.56 0.41 0.33 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.17 0.02 (loc) 2-9 2-9 7 l/defl >999 >937 n/a L/d 360 240 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-6 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)2=0-5-8, 7=Mechanical Max Horz 2=64(LC 9) Max Uplift 2=-35(LC 12), 7=-11(LC 9) Max Grav 2=864(LC 33), 7=581(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1223/127, 3-4=-810/92, 4-5=-260/67, 5-6=-272/60, 6-7=-575/70 BOT CHORD 2-9=-95/1033, 8-9=-27/658 WEBS 4-9=0/377, 4-8=-500/33, 6-8=-42/482, 3-9=-436/89 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-4-14, Exterior(2R) 3-4-14 to 11-10-3, Exterior(2E) 11-10-3 to 13-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) 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 2 and 11 lb uplift at joint 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss C2S Truss Type COMMON Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138404 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:43 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-AivEOsbg26oa1D6mSO2ZCn57f?jqiTRDr3bO46zxliI Scale = 1:23.6 1 2 3 4 5 12 13 14 15 4x5 4x5 1.5x4 4x4 7-0-0 7-0-0 13-9-0 6-9-0 -1-0-0 1-0-0 7-0-0 7-0-0 13-9-0 6-9-0 0-4-13-3-10-5-55.00 12 Plate Offsets (X,Y)-- [2:0-3-2,Edge], [4:0-1-10,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.80 0.85 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.24 0.01 (loc) 5-11 5-11 4 l/defl >943 >698 n/a L/d 360 240 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-5-8 Max Horz 2=38(LC 12) Max Uplift 4=-12(LC 13), 2=-23(LC 12) Max Grav 4=650(LC 20), 2=720(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-883/126, 3-4=-878/125 BOT CHORD 2-5=-60/694, 4-5=-60/694 WEBS 3-5=0/271 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-0-0, Exterior(2R) 4-0-0 to 10-0-0, Interior(1) 10-0-0 to 10-9-0, Exterior(2E) 10-9-0 to 13-9-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 4 and 23 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. January 7,2022 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 J1107021B Truss C4 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138405 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:44 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-euTcbCcIpQwRfNgy?6Zol?dG?P73RwzN4jKycZzxliH Scale = 1:24.4 1 2 3 4 5 7 6 8 9 10 11 12 13 4x10 4x5 4x6 3x10 1.5x4 3x4 5-4-4 5-4-4 8-7-12 3-3-8 13-9-0 5-1-4 -1-0-0 1-0-0 5-4-4 5-4-4 5-10-15 0-6-11 8-1-1 2-2-2 8-7-12 0-6-11 13-9-0 5-1-4 0-4-12-6-42-9-100-5-52-6-45.00 12 Plate Offsets (X,Y)-- [2:0-10-8,0-0-6], [3:0-4-0,0-1-4], [4:0-1-12,0-2-0], [5:0-0-8,0-0-12] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.95 0.59 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.11 0.05 (loc) 6-7 2-7 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 47 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 3-4: 2x4 HF No.2, 4-5: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-9-8 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=Mechanical, 2=0-5-8 Max Horz 2=29(LC 10) Max Uplift 5=-56(LC 11), 2=-68(LC 10) Max Grav 5=1153(LC 31), 2=1301(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2214/148, 3-4=-1907/166, 4-5=-2174/149 BOT CHORD 2-7=-125/1939, 6-7=-135/1923, 5-6=-109/1924 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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 5 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 331 lb down and 77 lb up at 8-4-3, and 331 lb down and 77 lb up at 5-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 January 7,2022 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 J1107021B Truss C4 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138405 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:44 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-euTcbCcIpQwRfNgy?6Zol?dG?P73RwzN4jKycZzxliH LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-10=-124, 4-10=-66, 4-5=-66, 2-5=-26(F=-12) Concentrated Loads (lb) Vert: 3=-297 4=-297 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 J1107021B Truss D1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138406 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:45 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-640_pYdwak2IHXF8Zp41HCAe7pbMAOOWJN4V9?zxliG Scale = 1:11.4 1 2 3 4 5 3x4 3x4 4x4 3x4 3x4 3-4-0 3-4-0 -1-0-0 1-0-0 3-4-0 3-4-0 0-4-11-8-115.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-0-2] 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 0.08 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 2-5 2-5 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 DF No.1&Btr 2-6-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 5=Mechanical Max Horz 2=38(LC 9) Max Uplift 2=-17(LC 12), 5=-8(LC 12) Max Grav 2=304(LC 19), 5=149(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 2 and 8 lb uplift at joint 5. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss D2 Truss Type Monopitch Qty 7 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138407 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:45 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-640_pYdwak2IHXF8Zp41HCAagpaJAOOWJN4V9?zxliG Scale = 1:13.5 1 2 3 4 3x4 3x4 3x4 4-4-0 4-4-0 -1-0-0 1-0-0 4-4-0 4-4-0 0-4-12-1-115.00 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 0.38 0.14 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 2-4 2-4 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=Mechanical, 2=0-3-8 Max Horz 2=48(LC 9) Max Uplift 4=-12(LC 12), 2=-18(LC 12) Max Grav 4=216(LC 19), 2=364(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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 12 lb uplift at joint 4 and 18 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. January 7,2022 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 J1107021B Truss D3 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138408 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:46 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-aHaM0ueYL1A9ugqL7WbGqQipmDwYvregX1p3hRzxliF Scale = 1:13.5 1 2 3 4 5 3x4 3x4 4x4 3x4 3x4 4-4-0 4-4-0 -1-0-0 1-0-0 4-4-0 4-4-0 0-4-12-1-115.00 12 Plate Offsets (X,Y)-- [2:0-1-14,0-0-2], [3:0-1-4,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.10 0.14 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 2-5 2-5 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 DF No.1&Btr 3-7-12 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 5=Mechanical Max Horz 2=48(LC 11) Max Uplift 2=-18(LC 12), 5=-12(LC 12) Max Grav 2=364(LC 19), 5=216(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 2 and 12 lb uplift at joint 5. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss E1 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138409 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:48 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Wfi7RZfptfRt8__jExdkvro?_0RdNcPy?LI9lKzxliD Scale = 1:66.1 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 5x8 5x8 3x10 4x12 MT18HS3x4 1.5x4 4x5 3x4 3x8 1.5x4 3x4 4x5 3x4 1.5x4 3x10 7-4-4 7-4-4 12-5-2 5-0-14 17-6-0 5-0-14 22-6-14 5-0-14 27-7-12 5-0-14 35-0-0 7-4-4 -1-0-0 1-0-0 4-11-8 4-11-8 7-4-4 2-4-12 7-10-15 0-6-11 12-5-2 4-6-3 17-6-0 5-0-14 22-6-14 5-0-14 27-1-1 4-6-3 27-7-12 0-6-11 30-0-8 2-4-12 35-0-0 4-11-8 36-0-0 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)-- [2:0-10-8,0-0-14], [4:0-2-12,0-1-12], [8:0-2-12,0-1-12], [10:0-10-8,0-0-14], [13:0-1-12,0-2-0], [16:0-1-12,0-2-0] 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-SH 0.76 0.81 0.62 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.53 -0.78 0.18 (loc) 15 15 10 l/defl >785 >529 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 293 lb FT = 20% GRIP 185/148 220/195 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 4-8: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins, except 2-0-0 oc purlins (3-7-13 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=34(LC 10) Max Uplift 2=-230(LC 6), 10=-230(LC 7) Max Grav 2=3384(LC 30), 10=3384(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7779/621, 3-4=-8027/655, 4-5=-10362/861, 5-6=-11322/920, 6-7=-11322/920, 7-8=-10362/861, 8-9=-8027/655, 9-10=-7779/621 BOT CHORD 2-17=-543/7081, 16-17=-590/7572, 15-16=-811/10362, 13-15=-808/10362, 12-13=-584/7572, 10-12=-529/7081 WEBS 3-17=-51/614, 4-16=-266/3315, 5-16=-1634/233, 5-15=-112/1121, 6-15=-991/182, 7-15=-113/1121, 7-13=-1634/233, 8-13=-266/3315, 9-12=-51/614 NOTES-(17) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 2 and 230 lb uplift at joint 10. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 10. Continued on page 2 January 7,2022 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 J1107021B Truss E1 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138409 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:48 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Wfi7RZfptfRt8__jExdkvro?_0RdNcPy?LI9lKzxliD NOTES-(17) 13) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 637 lb down and 148 lb up at 27-4-3, and 637 lb down and 148 lb up at 7-7-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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, 4-8=-157, 8-11=-66, 2-10=-33(F=-19) Concentrated Loads (lb) Vert: 4=-572 8=-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 J1107021B Truss E2 Truss Type CAL HIP Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138410 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:49 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-_sGVfvgReyZjm8Zvof8zS2K7EQmP66q6D?2jImzxliC Scale = 1:66.1 1 2 3 4 5 6 7 8 9 10 14 13 12 11 15 16 17 18 19 20 21 22 23 5x8 5x8 3x10 3x4 1.5x4 4x4 3x4 5x12 1.5x4 3x4 1.5x4 3x10 9-4-4 9-4-4 14-9-14 5-5-10 20-2-13 5-4-15 25-7-12 5-4-15 35-0-0 9-4-4 -1-0-0 1-0-0 6-0-13 6-0-13 9-4-4 3-3-7 9-10-15 0-6-11 14-9-14 4-10-15 20-2-13 5-4-15 25-1-1 4-10-4 25-7-12 0-6-11 28-11-3 3-3-7 35-0-0 6-0-13 36-0-0 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)-- [2:0-10-8,0-0-10], [4:0-3-0,0-2-0], [7:0-3-0,0-2-0], [9:0-10-8,0-0-10], [12:0-5-0,0-3-0], [13:0-1-12,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.92 0.84 0.42 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.42 -0.63 0.18 (loc) 12-13 12-13 9 l/defl >995 >663 n/a L/d 360 240 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 9=0-5-8 Max Horz 2=-42(LC 13) Max Uplift 2=-49(LC 12), 9=-49(LC 13) Max Grav 2=1639(LC 33), 9=1639(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3122/114, 3-4=-3083/96, 4-5=-3754/130, 5-6=-3747/130, 6-7=-3747/130, 7-8=-3083/96, 8-9=-3123/114 BOT CHORD 2-14=-81/2836, 13-14=-24/2865, 12-13=-67/3754, 11-12=-18/2864, 9-11=-52/2836 WEBS 3-14=-471/81, 4-14=0/413, 4-13=-59/1113, 5-13=-606/75, 6-12=-605/73, 7-12=-59/1109, 7-11=0/413, 8-11=-471/81 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-8-6, Exterior(2R) 4-8-6 to 14-9-14, Interior(1) 14-9-14 to 20-2-13, Exterior(2R) 20-2-13 to 30-3-10, Interior(1) 30-3-10 to 32-6-0, Exterior(2E) 32-6-0 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) 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 49 lb uplift at joint 2 and 49 lb uplift at joint 9. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 9. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss E3SL Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138411 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:50 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-T2qtsFh3PGhaNI86MMgC_GtJdq7frZmFSfnGqCzxliB Scale = 1:66.1 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 20 21 22 23 4x10 4x10 3x10 3x6 1.5x4 4x4 3x10 1.5x4 4x4 1.5x4 3x10 7-11-6 7-11-6 17-6-0 9-6-10 27-0-10 9-6-10 35-0-0 7-11-6 -1-0-0 1-0-0 7-11-6 7-11-6 11-4-4 3-4-14 11-6-0 0-1-12 11-10-15 0-4-15 17-6-0 5-7-1 23-1-1 5-7-1 23-6-0 0-4-15 23-7-12 0-1-12 27-0-10 3-4-14 35-0-0 7-11-6 36-0-0 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)-- [2:0-10-8,0-0-10], [4:0-5-0,0-1-4], [6:0-5-0,0-1-4], [8:0-10-8,0-0-10], [10:0-1-12,0-1-12], [13:0-1-12,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.88 0.77 0.44 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.38 0.11 (loc) 12 10-12 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 142 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-6: 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 4-12,6-12: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except 2-0-0 oc purlins (2-2-0 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=50(LC 12) Max Uplift 2=-48(LC 12), 8=-48(LC 13) Max Grav 2=1799(LC 33), 8=1799(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3327/92, 3-4=-3270/139, 4-5=-2884/123, 5-6=-2884/123, 6-7=-3270/139, 7-8=-3327/92 BOT CHORD 2-13=-49/2907, 12-13=-16/2260, 10-12=-13/2260, 8-10=-23/2907 WEBS 3-13=-704/112, 4-13=-55/1107, 4-12=-29/803, 5-12=-909/93, 6-12=-29/803, 6-10=-55/1107, 7-10=-704/112 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-9-6, Exterior(2R) 6-9-6 to 16-8-2, Interior(1) 16-8-2 to 18-3-14, Exterior(2R) 18-3-14 to 28-2-10, Interior(1) 28-2-10 to 32-6-0, Exterior(2E) 32-6-0 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) 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 48 lb uplift at joint 2 and 48 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.January 7,2022 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 J1107021B Truss E3SR Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138412 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:52 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-PRxdHxiJxtxIdbIUTnig3hyf7dp7JTGYwzGNv5zxli9 Scale = 1:66.1 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 20 21 22 23 4x10 4x10 3x10 3x6 1.5x4 4x4 3x10 1.5x4 4x4 1.5x4 3x10 7-11-6 7-11-6 17-6-0 9-6-10 27-0-10 9-6-10 35-0-0 7-11-6 -1-0-0 1-0-0 7-11-6 7-11-6 11-4-4 3-4-14 11-6-0 0-1-12 11-10-15 0-4-15 17-6-0 5-7-1 23-1-1 5-7-1 23-6-0 0-4-15 23-7-12 0-1-12 27-0-10 3-4-14 35-0-0 7-11-6 36-0-0 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)-- [2:0-10-8,0-0-10], [4:0-5-0,0-1-4], [6:0-5-0,0-1-4], [8:0-10-8,0-0-10], [10:0-1-12,0-1-12], [13:0-1-12,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.88 0.77 0.44 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.38 0.11 (loc) 12 10-12 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 142 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-6: 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 4-12,6-12: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, except 2-0-0 oc purlins (2-2-0 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=50(LC 12) Max Uplift 2=-48(LC 12), 8=-48(LC 13) Max Grav 2=1799(LC 33), 8=1799(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3327/92, 3-4=-3270/139, 4-5=-2884/123, 5-6=-2884/123, 6-7=-3270/139, 7-8=-3327/92 BOT CHORD 2-13=-49/2907, 12-13=-16/2260, 10-12=-13/2260, 8-10=-23/2907 WEBS 3-13=-704/112, 4-13=-55/1107, 4-12=-29/803, 5-12=-909/93, 6-12=-29/803, 6-10=-55/1107, 7-10=-704/112 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-9-6, Exterior(2R) 6-9-6 to 16-8-2, Interior(1) 16-8-2 to 18-3-14, Exterior(2R) 18-3-14 to 28-2-10, Interior(1) 28-2-10 to 32-6-0, Exterior(2E) 32-6-0 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) 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 48 lb uplift at joint 2 and 48 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.January 7,2022 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 J1107021B Truss E4 Truss Type CAL HIP Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138413 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:53 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-tdV0UHjxiB39Elsh1VDvcuVsT1942q?h8d0wRXzxli8 Scale = 1:66.1 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 21 22 23 24 4x6 4x6 3x10 4x6 3x4 1.5x4 3x8 3x4 3x8 3x4 1.5x4 3x10 7-11-6 7-11-6 13-4-4 5-4-14 21-7-12 8-3-8 27-0-10 5-4-14 35-0-0 7-11-6 -1-0-0 1-0-0 7-11-6 7-11-6 13-4-4 5-4-14 13-10-15 0-6-11 17-6-0 3-7-1 21-1-1 3-7-1 21-7-12 0-6-11 27-0-10 5-4-14 35-0-0 7-11-6 36-0-0 1-0-0 0-4-15-10-46-1-100-0-40-4-10-0-40-0-155-10-45.00 12 Plate Offsets (X,Y)-- [2:0-10-8,0-0-10], [4:0-2-4,0-1-12], [6:0-2-4,0-1-12], [8:0-10-8,0-0-10] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.71 0.79 0.79 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.35 -0.51 0.13 (loc) 11-13 11-13 8 l/defl >999 >815 n/a L/d 360 240 n/a PLATES MT20 Weight: 150 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-6: 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except 2-0-0 oc purlins (3-6-14 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=-58(LC 13) Max Uplift 2=-47(LC 12), 8=-47(LC 13) Max Grav 2=1948(LC 33), 8=1948(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3702/93, 3-4=-2773/108, 4-5=-2443/113, 5-6=-2443/113, 6-7=-2773/108, 7-8=-3702/93 BOT CHORD 2-14=-65/3255, 13-14=-65/3255, 11-13=-7/2474, 10-11=-24/3255, 8-10=-24/3255 WEBS 3-13=-966/88, 4-13=0/723, 5-13=-366/127, 5-11=-366/127, 6-11=0/723, 7-11=-966/88 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 8-8-6, Exterior(2R) 8-8-6 to 26-3-10, Interior(1) 26-3-10 to 32-6-0, Exterior(2E) 32-6-0 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 2 and 47 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. January 7,2022 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 J1107021B Truss E5 Truss Type CAL HIP Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138414 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:54 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Lp3OidkZTVB0svRtbCk89620xRUEnM3rNHlUz_zxli7 Scale = 1:66.1 1 2 3 4 5 6 7 8 12 11 10 9 13 14 15 16 17 18 19 20 21 4x8 4x8 3x10 3x4 1.5x4 3x8 5x8 3x4 1.5x4 3x10 7-11-6 7-11-6 15-4-4 7-4-14 19-7-12 4-3-8 27-0-10 7-4-14 35-0-0 7-11-6 -1-0-0 1-0-0 7-11-6 7-11-6 15-4-4 7-4-14 15-10-15 0-6-11 19-1-1 3-2-2 19-7-12 0-6-11 27-0-10 7-4-14 35-0-0 7-11-6 36-0-0 1-0-0 0-4-16-8-46-11-100-0-40-4-10-0-40-0-156-8-45.00 12 Plate Offsets (X,Y)-- [2:0-10-8,0-0-10], [4:0-3-4,0-2-0], [5:0-4-8,0-1-4], [7:0-10-8,0-0-10], [10:0-3-12,0-3-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.73 0.80 0.42 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.27 -0.38 0.15 (loc) 10-11 9-10 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 150 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-5: 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 3-11,5-11,6-10: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except 2-0-0 oc purlins (3-1-14 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 6-10 REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=66(LC 16) Max Uplift 2=-45(LC 12), 7=-45(LC 13) Max Grav 2=2027(LC 33), 7=2027(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4129/74, 3-4=-2890/98, 4-5=-2494/110, 5-6=-2889/98, 6-7=-4130/74 BOT CHORD 2-12=-72/3665, 11-12=-72/3665, 10-11=0/2493, 9-10=-9/3666, 7-9=-9/3666 WEBS 3-12=0/286, 3-11=-1255/103, 4-11=0/590, 5-11=-256/259, 5-10=0/590, 6-10=-1257/103, 6-9=0/287 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 10-8-6, Exterior(2R) 10-8-6 to 24-3-10, Interior(1) 24-3-10 to 32-6-0, Exterior(2E) 32-6-0 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) 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 45 lb uplift at joint 2 and 45 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. January 7,2022 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 J1107021B Truss E6 Truss Type Common Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138415 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:55 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-p0dmvzlCDoJtU3039vFNhJaETrryWi3_cxV1VQzxli6 Scale = 1:59.3 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 16 17 18 19 20 21 3x6 4x5 3x6 4x6 3x6 3x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 4x6 9-0-7 9-0-7 17-6-0 8-5-9 25-11-9 8-5-9 35-0-0 9-0-7 -1-0-0 1-0-0 6-3-3 6-3-3 12-5-0 6-1-13 17-6-0 5-1-0 22-7-0 5-1-0 28-8-13 6-1-13 35-0-0 6-3-3 36-0-0 1-0-0 0-4-17-7-90-4-15.00 12 Plate Offsets (X,Y)-- [2:0-1-6,Edge], [10:0-1-6,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.55 0.76 0.88 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.42 0.14 (loc) 14 14-15 10 l/defl >999 >996 n/a L/d 360 240 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 6-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=-76(LC 13) Max Uplift 2=-44(LC 12), 10=-44(LC 13) Max Grav 2=1463(LC 1), 10=1463(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2962/85, 3-5=-2644/81, 5-6=-1852/112, 6-7=-1852/112, 7-9=-2644/81, 9-10=-2962/85 BOT CHORD 2-15=-102/2650, 14-15=-28/2112, 12-14=0/2112, 10-12=-27/2650 WEBS 6-14=-11/1078, 7-14=-811/102, 7-12=0/464, 9-12=-383/104, 5-14=-811/102, 5-15=0/464, 3-15=-383/104 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 14-0-0, Exterior(2R) 14-0-0 to 21-0-0, Interior(1) 21-0-0 to 32-6-0, Exterior(2E) 32-6-0 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 2 and 44 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss E6S Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138416 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:52:56 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-HCB87Jlq_6Rk5DbGidmcEX7PCFBBF9I8rbEa2szxli5 Scale = 1:59.3 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 16 17 18 19 20 21 3x6 4x5 3x6 4x6 3x6 3x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 4x6 9-0-7 9-0-7 17-6-0 8-5-9 25-11-9 8-5-9 35-0-0 9-0-7 -1-0-0 1-0-0 6-3-3 6-3-3 12-5-0 6-1-13 17-6-0 5-1-0 22-7-0 5-1-0 28-8-13 6-1-13 35-0-0 6-3-3 36-0-0 1-0-0 0-4-17-7-90-4-15.00 12 Plate Offsets (X,Y)-- [2:0-1-6,Edge], [10:0-1-6,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.55 0.76 0.88 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.42 0.14 (loc) 14 14-15 10 l/defl >999 >996 n/a L/d 360 240 n/a PLATES MT20 Weight: 135 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 6-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=-76(LC 13) Max Uplift 2=-44(LC 12), 10=-44(LC 13) Max Grav 2=1463(LC 1), 10=1463(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2962/85, 3-5=-2644/81, 5-6=-1852/112, 6-7=-1852/112, 7-9=-2644/81, 9-10=-2962/85 BOT CHORD 2-15=-102/2650, 14-15=-28/2112, 12-14=0/2112, 10-12=-27/2650 WEBS 6-14=-11/1078, 7-14=-811/102, 7-12=0/464, 9-12=-383/104, 5-14=-811/102, 5-15=0/464, 3-15=-383/104 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 14-0-0, Exterior(2R) 14-0-0 to 21-0-0, Interior(1) 21-0-0 to 32-6-0, Exterior(2E) 32-6-0 to 36-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 2 and 44 lb uplift at joint 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss E8 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138417 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:05 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-WxEY?NsTttaSgbn_k0Rj5Q?vgtDisEtTvUwZrrzxlhy Scale = 1:62.5 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 19 20 21 22 23 24 25 26 4x12 6x12 MT18HS 8x8 6x10 4x8 6x12 MT18HS4x8 1.5x4 4x12 3x6 3x4 2x4 4x10 3x4 1.5x4 4x10 THD26-2 MUS26 8-5-15 8-5-15 12-3-2 3-9-3 17-5-2 5-2-0 22-8-14 5-3-12 27-10-14 5-2-0 35-0-0 7-1-2 -1-0-0 1-0-0 5-0-5 5-0-5 9-0-0 3-11-11 10-6-0 1-6-0 12-3-2 1-9-2 17-5-2 5-2-0 22-8-14 5-3-12 27-0-0 4-3-2 30-5-11 3-5-11 35-0-0 4-6-5 36-0-0 1-0-0 0-4-13-9-43-4-44-0-100-4-13-9-45.00 12 Plate Offsets (X,Y)-- [4:0-6-8,0-1-8], [5:0-5-8,0-2-4], [6:0-3-8,0-3-12], [7:0-1-12,0-1-8], [9:0-3-4,0-1-12], [11:0-5-0,0-1-11], [14:0-2-0,0-1-8], [16:0-2-0,0-1-8], [17:0-4-8,0-1-12] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.76 0.93 0.86 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.54 -0.85 0.15 (loc) 16-17 16-17 11 l/defl >772 >487 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 385 lb FT = 20% GRIP 185/148 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-5: 2x4 HF No.2, 6-9: 2x6 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* 5-17: 2x4 DF No.1&Btr, 6-16,7-14,9-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins, except 2-0-0 oc purlins (3-8-9 max.): 4-5, 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 11=0-5-8 Max Horz 2=-40(LC 11) Max Uplift 2=-99(LC 7) Max Grav 2=4221(LC 36), 11=4420(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9782/289, 3-4=-10022/290, 4-5=-9200/276, 5-6=-16174/524, 6-7=-17834/491, 7-8=-15270/282, 8-9=-15270/282, 9-10=-10942/84, 10-11=-10581/101 BOT CHORD 2-18=-227/8960, 17-18=-289/11176, 16-17=-426/15290, 14-16=-432/17830, 13-14=-40/10337, 11-13=-53/9686 WEBS 3-18=0/480, 4-18=-59/2548, 5-18=-3603/164, 5-17=-366/10593, 6-16=-29/2920, 7-16=-69/566, 7-14=-2915/260, 8-14=-1109/106, 9-14=-220/5756, 9-13=-265/182, 10-13=0/736, 6-17=-8081/260 NOTES-(19) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 2. Continued on page 2 January 7,2022 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 J1107021B Truss E8 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138417 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:05 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-WxEY?NsTttaSgbn_k0Rj5Q?vgtDisEtTvUwZrrzxlhy NOTES-(19) 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) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use MiTek THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 13-10-8 from the left end to connect truss(es) to front face of bottom chord. 16) Use MiTek MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 19-5-4 from the left end to connect truss(es) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 572 lb down and 34 lb up at 27-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 19) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-66, 5-6=-66, 6-24=-157(F=-91), 9-24=-66, 9-12=-66, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-53, 4-5=-53, 5-6=-53, 6-24=-131(F=-77), 9-24=-53, 9-12=-54, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-53, 4-19=-75, 4-5=-75, 5-6=-27, 6-24=-104(F=-77), 9-24=-27, 9-12=-27, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-72, 5-6=-72, 6-7=-149(F=-77), 7-24=-131(F=-77), 9-24=-53, 9-12=-54, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-16, 4-5=-16, 5-6=-16, 6-24=-73(F=-57), 9-24=-16, 9-12=-16, 2-26=-34, 11-26=-53(F=-19) Concentrated Loads (lb) Vert: 24=-358(F) 25=-1418(F) 26=-628(F) 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=14, 2-4=7, 4-5=13, 5-6=5, 6-24=9(F=5), 9-24=3, 9-11=5, 11-12=2, 2-26=-8, 11-26=-28(F=-19) Horz: 1-2=-24, 2-4=-16, 4-5=-23, 5-6=15, 9-11=15, 11-12=12 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=34(F) 25=133(F) 26=59(F) 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=2, 2-4=5, 4-5=13, 5-6=7, 6-24=18(F=5), 9-24=13, 9-11=7, 11-12=14, 2-26=-8, 11-26=-28(F=-19) Horz: 1-2=-12, 2-4=-15, 4-5=-23, 5-6=16, 9-11=16, 11-12=24 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=34(F) 25=133(F) 26=59(F) 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-3, 2-4=-6, 4-5=0, 5-6=-7, 6-24=-48(F=-38), 9-24=-10, 9-11=-7, 11-12=-4, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-13, 2-4=-10, 4-5=-16, 5-6=9, 9-11=9, 11-12=12 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-238(F) 25=-943(F) 26=-418(F) 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-4, 2-4=-7, 4-5=0, 5-6=-6, 6-24=-38(F=-38), 9-24=0, 9-11=-6, 11-12=-3, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-12, 2-4=-9, 4-5=-16, 5-6=10, 9-11=10, 11-12=13 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-238(F) 25=-943(F) 26=-418(F) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=10, 2-4=13, 4-5=3, 5-6=3, 6-24=9(F=5), 9-24=3, 9-11=3, 11-12=0, 2-26=-8, 11-26=-28(F=-19) Horz: 1-2=-19, 2-4=-23, 4-5=-13, 5-6=13, 9-11=13, 11-12=10 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=34(F) 25=133(F) 26=59(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 3 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 J1107021B Truss E8 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138417 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:05 2022 Page 3 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-WxEY?NsTttaSgbn_k0Rj5Q?vgtDisEtTvUwZrrzxlhy LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=0, 2-4=3, 4-5=3, 5-6=13, 6-24=18(F=5), 9-24=13, 9-11=13, 11-12=10, 2-26=-8, 11-26=-28(F=-19) Horz: 1-2=-10, 2-4=-13, 4-5=-13, 5-6=23, 9-11=23, 11-12=19 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=34(F) 25=133(F) 26=59(F) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=6, 4-5=0, 5-6=0, 6-24=-2(F=-3), 9-24=0, 9-11=0, 11-12=-3, 2-26=-8, 11-26=-28(F=-19) Horz: 1-2=-13, 2-4=-16, 4-5=-10, 5-6=10, 9-11=10, 11-12=7 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-16(F) 25=-62(F) 26=-28(F) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-3, 2-4=0, 4-5=0, 5-6=6, 6-24=4(F=-3), 9-24=6, 9-11=6, 11-12=3, 2-26=-8, 11-26=-28(F=-19) Horz: 1-2=-7, 2-4=-10, 4-5=-10, 5-6=16, 9-11=16, 11-12=13 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-16(F) 25=-62(F) 26=-28(F) 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=0, 4-5=-10, 5-6=-10, 6-24=-48(F=-38), 9-24=-10, 9-11=-10, 11-12=-6, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-19, 2-4=-16, 4-5=-6, 5-6=6, 9-11=6, 11-12=10 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-238(F) 25=-943(F) 26=-418(F) 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-6, 2-4=-10, 4-5=-10, 5-6=0, 6-24=-38(F=-38), 9-24=0, 9-11=0, 11-12=3, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-10, 2-4=-6, 4-5=-6, 5-6=16, 9-11=16, 11-12=19 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-238(F) 25=-943(F) 26=-418(F) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-4=-16, 4-5=-16, 5-6=-16, 6-24=-50(F=-34), 9-24=-16, 9-11=-16, 11-12=-66, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-215(F) 25=-851(F) 26=-377(F) 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-66, 4-19=-95, 4-5=-95, 5-6=-31, 6-24=-122(F=-91), 9-24=-31, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-91, 5-6=-91, 6-7=-182(F=-91), 7-24=-157(F=-91), 9-24=-66, 9-12=-66, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 19) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-4=-16, 4-5=-16, 5-6=-16, 6-24=-50(F=-34), 9-24=-16, 9-12=-16, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-215(F) 25=-851(F) 26=-377(F) 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-44, 2-4=-46, 4-5=-41, 5-6=-47, 6-24=-129(F=-80), 9-24=-49, 9-11=-47, 11-12=-45, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-10, 2-4=-7, 4-5=-12, 5-6=6, 9-11=6, 11-12=9 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-45, 2-4=-47, 4-5=-41, 5-6=-46, 6-24=-121(F=-80), 9-24=-41, 9-11=-46, 11-12=-44, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-9, 2-4=-6, 4-5=-12, 5-6=7, 9-11=7, 11-12=10 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-39, 2-4=-41, 4-5=-49, 5-6=-49, 6-24=-129(F=-80), 9-24=-49, 9-11=-49, 11-12=-46, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-15, 2-4=-12, 4-5=-5, 5-6=5, 9-11=5, 11-12=7 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) Continued on page 4 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 J1107021B Truss E8 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138417 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:05 2022 Page 4 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-WxEY?NsTttaSgbn_k0Rj5Q?vgtDisEtTvUwZrrzxlhy LOAD CASE(S) Standard 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-46, 2-4=-49, 4-5=-49, 5-6=-41, 6-24=-121(F=-80), 9-24=-41, 9-11=-41, 11-12=-39, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-7, 2-4=-5, 4-5=-5, 5-6=12, 9-11=12, 11-12=15 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-16, 4-5=-56, 5-6=-16, 6-24=-136(F=-80), 9-24=-56, 9-12=-16, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-501(F) 25=-1985(F) 26=-879(F) 25) Dead + 0.6 MWFRS Wind Min. Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-10, 2-4=-13, 4-5=-10, 5-6=-10, 6-24=-30(F=-21), 9-24=-10, 9-12=-10, 2-26=-8, 11-26=-28(F=-19) Horz: 2-4=3 Concentrated Loads (lb) Vert: 24=-129(F) 25=-510(F) 26=-226(F) 26) Dead + 0.6 MWFRS Wind Min. Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-10, 4-5=-10, 5-6=-13, 6-24=-30(F=-21), 9-24=-10, 9-11=-13, 11-12=-10, 2-26=-8, 11-26=-28(F=-19) Horz: 5-6=-3, 9-11=-3 Concentrated Loads (lb) Vert: 24=-129(F) 25=-510(F) 26=-226(F) 27) 3rd Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-64, 5-6=-27, 6-22=-131(F=-77), 22-24=-149(F=-77), 9-24=-72, 9-12=-27, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 28) 4th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-20=-53, 4-20=-66, 4-5=-27, 5-6=-74, 6-24=-104(F=-77), 9-24=-27, 9-12=-27, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 29) 5th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-75, 5-6=-27, 6-24=-104(F=-77), 9-24=-27, 9-12=-27, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 30) 6th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-76, 4-5=-27, 5-6=-27, 6-24=-104(F=-77), 9-24=-27, 9-12=-27, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 31) 7th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-72, 5-6=-27, 6-21=-141(F=-77), 21-24=-131(F=-77), 9-24=-53, 9-12=-27, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 32) 8th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-27, 5-6=-72, 6-24=-104(F=-77), 9-24=-27, 9-12=-72, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 33) 9th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-27, 5-6=-27, 6-23=-149(F=-77), 23-24=-131(F=-77), 9-24=-53, 9-12=-27, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 34) 10th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-27, 5-6=-27, 6-24=-104(F=-77), 9-24=-27, 9-12=-77, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 35) 11th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-108, 5-6=-31, 6-24=-200(F=-91), 9-24=-108, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 36) 12th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-108, 4-5=-31, 5-6=-108, 6-24=-122(F=-91), 9-24=-31, 9-12=-108, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 37) 13th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 5 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 J1107021B Truss E8 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138417 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:05 2022 Page 5 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-WxEY?NsTttaSgbn_k0Rj5Q?vgtDisEtTvUwZrrzxlhy LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-31, 4-5=-80, 5-6=-31, 6-22=-157(F=-91), 22-24=-182(F=-91), 9-24=-91, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 38) 14th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-20=-66, 4-20=-82, 4-5=-31, 5-6=-94, 6-24=-122(F=-91), 9-24=-31, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 39) 15th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-95, 5-6=-31, 6-24=-122(F=-91), 9-24=-31, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 40) 16th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-96, 4-5=-31, 5-6=-31, 6-24=-122(F=-91), 9-24=-31, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 41) 17th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-91, 5-6=-31, 6-21=-171(F=-91), 21-24=-157(F=-91), 9-24=-66, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 42) 18th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 5-6=-91, 6-24=-122(F=-91), 9-24=-31, 9-12=-91, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 43) 19th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 5-6=-31, 6-23=-182(F=-91), 23-24=-157(F=-91), 9-24=-66, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 44) 20th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 5-6=-31, 6-24=-122(F=-91), 9-24=-31, 9-12=-97, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 45) 21st Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-85, 5-6=-27, 6-24=-162(F=-77), 9-24=-85, 9-12=-27, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 46) 22nd Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-85, 4-5=-27, 5-6=-85, 6-24=-104(F=-77), 9-24=-27, 9-12=-85, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-483(F) 25=-1914(F) 26=-847(F) 47) 23rd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-17, 2-4=-20, 4-5=-73, 5-6=-21, 6-24=-160(F=-80), 9-24=-80, 9-11=-21, 11-12=-18, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-10, 2-4=-7, 4-5=-12, 5-6=6, 9-11=6, 11-12=9 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 48) 24th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-75, 2-4=-78, 4-5=-15, 5-6=-79, 6-24=-102(F=-80), 9-24=-22, 9-11=-79, 11-12=-76, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-10, 2-4=-7, 4-5=-12, 5-6=6, 9-11=6, 11-12=9 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 49) 25th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-18, 2-4=-21, 4-5=-73, 5-6=-20, 6-24=-153(F=-80), 9-24=-73, 9-11=-20, 11-12=-17, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-9, 2-4=-6, 4-5=-12, 5-6=7, 9-11=7, 11-12=10 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) Continued on page 6 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 J1107021B Truss E8 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138417 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:05 2022 Page 6 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-WxEY?NsTttaSgbn_k0Rj5Q?vgtDisEtTvUwZrrzxlhy LOAD CASE(S) Standard 50) 26th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-76, 2-4=-79, 4-5=-15, 5-6=-78, 6-24=-95(F=-80), 9-24=-15, 9-11=-78, 11-12=-75, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-9, 2-4=-6, 4-5=-12, 5-6=7, 9-11=7, 11-12=10 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 51) 27th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-13, 2-4=-15, 4-5=-80, 5-6=-22, 6-24=-160(F=-80), 9-24=-80, 9-11=-22, 11-12=-20, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-15, 2-4=-12, 4-5=-5, 5-6=5, 9-11=5, 11-12=7 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 52) 28th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-71, 2-4=-73, 4-5=-22, 5-6=-80, 6-24=-102(F=-80), 9-24=-22, 9-11=-80, 11-12=-78, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-15, 2-4=-12, 4-5=-5, 5-6=5, 9-11=5, 11-12=7 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 53) 29th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-20, 2-4=-22, 4-5=-80, 5-6=-15, 6-24=-153(F=-80), 9-24=-73, 9-11=-15, 11-12=-13, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-7, 2-4=-5, 4-5=-5, 5-6=12, 9-11=12, 11-12=15 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 54) 30th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-78, 2-4=-80, 4-5=-22, 5-6=-73, 6-24=-95(F=-80), 9-24=-15, 9-11=-73, 11-12=-71, 2-26=-14, 11-26=-33(F=-19) Horz: 1-2=-7, 2-4=-5, 4-5=-5, 5-6=12, 9-11=12, 11-12=15 Drag: 6-7=0 Concentrated Loads (lb) Vert: 24=-500(F) 25=-1983(F) 26=-878(F) 55) 31st Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-108, 5-6=-31, 6-24=-200(F=-91), 9-24=-108, 9-12=-31, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(F) 56) 32nd Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-108, 4-5=-31, 5-6=-108, 6-24=-122(F=-91), 9-24=-31, 9-12=-108, 2-26=-14, 11-26=-33(F=-19) Concentrated Loads (lb) Vert: 24=-572(F) 25=-2268(F) 26=-1004(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 J1107021B Truss F2 Truss Type MONO CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138418 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:06 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-?7owDjt5eAiJIlMBIjyyeeY7XHjMbpec88f6NHzxlhx Scale = 1:17.9 1 2 3 5 4 6 7 8 9 10 11 12 4x4 4x6 3x4 4x4 3x6 JUS24 MUS26 JUS26 JUS26 4-10-4 4-10-4 9-0-0 4-1-12 4-10-4 4-10-4 5-4-15 0-6-11 9-0-0 3-7-1 0-4-12-3-122-7-22-3-125.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-1-12,0-2-0], [5:0-4-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.56 0.26 0.38 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.05 0.01 (loc) 1-5 1-5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except end verticals, and 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 4=Mechanical Max Horz 1=47(LC 9) Max Uplift 1=-87(LC 10), 4=-150(LC 7) Max Grav 1=1705(LC 27), 4=2268(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3287/196, 3-4=-294/48 BOT CHORD 1-5=-185/2986, 4-5=-181/2692 WEBS 2-5=-27/1952, 2-4=-3038/206 NOTES-(18) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 87 lb uplift at joint 1 and 150 lb uplift at joint 4. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) to back face of bottom chord. 14) Use MiTek MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 4-0-12 from the left end to connect truss(es) to back face of bottom chord. Continued on page 2 January 7,2022 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 J1107021B Truss F2 Truss Type MONO CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138418 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:06 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-?7owDjt5eAiJIlMBIjyyeeY7XHjMbpec88f6NHzxlhx NOTES-(18) 15) Use MiTek JUS26 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6-0-12 from the left end to 8-0-12 to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 269 lb down and 62 lb up at 5-1-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-3=-116, 1-4=-25(F=-11) Concentrated Loads (lb) Vert: 2=-242 7=-184(B) 8=-1153(B) 10=-650(B) 12=-581(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1107021B Truss G1 Truss Type MONO TRUSS Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138419 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:06 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-?7owDjt5eAiJIlMBIjyyeeYA8HcrbnRc88f6NHzxlhx Scale = 1:23.6 1 2 3 5 4 10 11 6 7 8 9 4x4 3x4 1.5x4 4x4 4x4 JUS24 JUS24 JUS24 JUS24 4-3-14 4-3-14 8-0-0 3-8-2 4-3-14 4-3-14 8-0-0 3-8-2 0-4-13-8-15.00 12 Plate Offsets (X,Y)-- [1:0-2-2,Edge], [4:0-1-12,0-2-0], [5:0-2-4,0-0-12] 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 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.33 0.74 0.46 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.07 0.02 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 4=Mechanical Max Horz 1=80(LC 7) Max Uplift 1=-31(LC 10), 4=-48(LC 10) Max Grav 1=769(LC 16), 4=1004(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1308/49 BOT CHORD 1-5=-61/1156, 4-5=-61/1156 WEBS 2-5=0/669, 2-4=-1303/85 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 31 lb uplift at joint 1 and 48 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) Use MiTek JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0-12 from the left end to 7-0-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-14, 1-3=-66 Continued on page 2 January 7,2022 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 J1107021B Truss G1 Truss Type MONO TRUSS Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138419 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:07 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-TJLIQ3ujPUqAwvxNsRTBAr4Lugx4KEhlMoPgvjzxlhw LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-108(F) 7=-213(F) 8=-319(F) 9=-311(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 J1107021B Truss HRC Truss Type CORNER RAFTER Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138420 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:07 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-TJLIQ3ujPUqAwvxNsRTBAr4Jcg6iKLrlMoPgvjzxlhw Scale = 1:21.3 1 2 3 5 6 4 3x8 3x8 3x8 3x8 3x8 3x8 8-4-5 8-4-5 -1-7-0 1-7-0 8-4-5 8-4-5 8-7-3 0-2-14 9-9-5 1-2-2 0-4-13-2-100-4-42-6-33.54 12 Plate Offsets (X,Y)-- [2:0-1-12,Edge], [3:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.48 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.22 -0.00 (loc) 2-4 2-4 4 l/defl >578 >476 n/a L/d 360 240 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-7-6, 4=0-2-2 Max Horz 2=76(LC 6) Max Uplift 2=-81(LC 6), 4=-68(LC 10) Max Grav 2=445(LC 16), 4=517(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 2 and 68 lb uplift at joint 4. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss HRE Truss Type CORNER RAFTER Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138421 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:08 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-xWvhePvLAoy1X3WZP8_Qj3dUq4Sx3o5vbS9DSAzxlhv Scale = 1:42.7 1 2 3 4 9 10 5 11 6 7 8 3x6 3x8 3x8 3x8 3x8 3x8 3x8 3x8 11-2-4 11-2-4 -1-7-0 1-7-0 11-2-4 11-2-4 14-3-1 3-0-13 17-1-0 2-9-15 19-10-15 2-9-15 22-8-14 2-9-15 24-7-8 1-10-10 0-4-17-7-20-4-46-8-33.54 12 Plate Offsets (X,Y)-- [2:0-1-12,Edge], [3:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.51 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.36 -0.47 -0.00 (loc) 2-3 2-3 8 l/defl >379 >287 n/a L/d 360 240 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-2-2 except (jt=length) 2=0-7-6. (lb) - Max Horz 2=144(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 3, 5, 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 5, 7 except 2=482(LC 1), 3=462(LC 1), 6=265(LC 16), 8=411(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 7, 8. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 5, 6, 7, 8. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8. 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. January 7,2022 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 J1107021B Truss HRE1 Truss Type Corner Rafter Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138422 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:08 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-xWvhePvLAoy1X3WZP8_Qj3dVQ4Sx3o5vbS9DSAzxlhv Scale = 1:17.9 1 6 2 3 7 4 8 5 3-2-8 3-2-8 6-0-7 2-9-15 8-10-6 2-9-15 8-11-7 0-1-1 10-10-0 1-10-9 0-3-8 0-3-8 10-10-0 10-6-8 0-4-113-5-150-1-00-4-42-7-03.54 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 0.41 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.02 -0.00 (loc) 3-4 3-4 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES Weight: 13 lb FT = 20% GRIP LUMBER- TOP CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-2-2. (lb) - Max Horz 2=67(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 3, 4, 5 Max Grav All reactions 250 lb or less at joint(s) 2, 3, 4 except 5=388(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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3, 4, 5. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 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. January 7,2022 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 J1107021B Truss HRF Truss Type CORNER RAFTER Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138423 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:09 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-PiT3rlv_w54u9D5lzsVfGG9ieUoAoFK2q6um_czxlhu Scale = 1:28.7 1 2 3 7 8 4 9 5 6 3x8 4x4 4x4 4x4 4x4 7-7-13 7-7-13 -1-7-0 1-7-0 7-7-13 7-7-13 8-0-13 0-5-0 11-5-2 3-4-5 13-0-3 1-7-1 13-7-15 0-7-12 0-4-14-4-50-4-143-9-33.54 12 Plate Offsets (X,Y)-- [2:0-1-12,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.31 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.13 -0.00 (loc) 2-4 2-4 6 l/defl >984 >755 n/a L/d 360 240 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-4-4 except (jt=length) 2=0-7-6, 5=0-2-2. (lb) - Max Horz 2=94(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 4, 5, 6 Max Grav All reactions 250 lb or less at joint(s) 5, 6 except 2=377(LC 16), 4=456(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 5, 6. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 5, 6. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss HRF1 Truss Type Rafter Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138424 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:09 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-PiT3rlv_w54u9D5lzsVfGG9kkUoAoFK2q6um_czxlhu Scale = 1:7.8 1 4 2 3 1-4-4 1-4-4 1-5-5 0-1-1 3-9-3 2-3-14 3-1-7 3-1-7 3-9-3 0-7-12 0-8-71-4-150-4-120-4-140-9-123.54 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.18 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: 5 lb FT = 20% GRIP LUMBER- TOP CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-2-2, 3=0-4-4 Max Horz 2=28(LC 8) Max Uplift 2=-50(LC 8), 3=-19(LC 9) Max Grav 2=243(LC 18), 3=101(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) * This truss has been designed for a 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. 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. January 7,2022 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 J1107021B Truss J22 Truss Type Jack-Open Qty 5 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138425 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:10 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-tu1R35wchPClnMgyXZ1uoUivnu8yXiaC3meKW2zxlht 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 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=26(LC 12) Max Uplift 3=-13(LC 12), 2=-15(LC 8) Max Grav 3=59(LC 19), 2=224(LC 19), 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International 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. January 7,2022 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 J1107021B Truss J22A Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138426 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:11 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-L5bpGRxESjKcOWF85HY7LhF5DIUIG9qLHQNt3Vzxlhs Scale = 1:8.5 1 2 3 3x4 1-7-15 1-7-15 1-9-0 0-1-1 1-7-15 1-7-15 1-9-0 0-1-1 0-5-51-1-100-3-85.00 12 Plate Offsets (X,Y)-- [1:0-1-14,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.05 0.02 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 1 1 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-2-8, 3=Mechanical, 2=Mechanical Max Horz 1=19(LC 12) Max Uplift 2=-15(LC 12) Max Grav 1=82(LC 18), 3=29(LC 5), 2=70(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 9) This truss is designed in accordance with the 2018 International 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. January 7,2022 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 J1107021B Truss J24 Truss Type Jack-Open Qty 5 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138427 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:11 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-L5bpGRxESjKcOWF85HY7LhF0oIUBG9qLHQNt3Vzxlhs 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 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=45(LC 12) Max Uplift 3=-31(LC 12), 2=-21(LC 12) Max Grav 3=177(LC 19), 2=324(LC 19), 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International 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. January 7,2022 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 J1107021B Truss J24A Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138428 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:12 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-pH9BTnysD0ST0gpKe_3MtvnBehqX?b4UW47Rbxzxlhr Scale = 1:12.8 1 2 33x4 1-9-0 1-9-0 1-9-0 1-9-0 3-7-15 1-10-15 0-5-51-11-100-4-71-7-31-11-105.00 12 Plate Offsets (X,Y)-- [1:0-1-14,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.33 0.02 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 1 1 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=37(LC 12) Max Uplift 1=-8(LC 12), 2=-32(LC 12) Max Grav 1=184(LC 19), 2=172(LC 19), 3=29(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 1, 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. January 7,2022 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 J1107021B Truss J26 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138429 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:12 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-pH9BTnysD0ST0gpKe_3Mtvn24hqQ?b4UW47Rbxzxlhr 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 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=64(LC 12) Max Uplift 3=-49(LC 12), 2=-29(LC 12) Max Grav 3=286(LC 19), 2=392(LC 19), 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International 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. January 7,2022 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 J1107021B Truss J52 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138430 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:13 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-HTjZh7yU_KaKeqOXChabQ6KRg569k2Kelks_7Nzxlhq Scale = 1:10.1 1 2 33x4 1-8-11 1-8-11 1-9-7 0-0-12 5-4-8 3-7-1 1-9-7 1-9-7 5-4-8 3-7-1 0-4-111-1-100-3-85.00 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 0.06 0.25 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.08 -0.00 (loc) 1-3 1-3 2 l/defl >999 >755 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 5-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=18(LC 12) Max Uplift 2=-15(LC 12) Max Grav 1=108(LC 18), 2=72(LC 18), 3=89(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 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. January 7,2022 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 J1107021B Truss J54 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138431 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:13 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-HTjZh7yU_KaKeqOXChabQ6KM8569k2Kelks_7Nzxlhq Scale = 1:12.5 1 2 33x4 3-8-11 3-8-11 3-9-7 0-0-12 5-4-8 1-7-1 3-9-7 3-9-7 5-4-8 1-7-1 0-4-111-11-100-3-85.00 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 0.35 0.25 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.08 -0.00 (loc) 1-3 1-3 2 l/defl >999 >755 n/a L/d 360 240 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=37(LC 12) Max Uplift 2=-32(LC 12) Max Grav 1=213(LC 18), 2=176(LC 18), 3=89(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 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. January 7,2022 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 J1107021B Truss J55 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138432 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:14 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-mgHyuSz6leiAF_zjmP5qyKtPwVSOTVanzOcXfpzxlhp Scale = 1:16.4 1 2 33x4 5-4-8 5-4-8 5-4-8 5-4-8 5-7-8 0-3-0 0-4-112-8-130-5-12-3-122-8-135.00 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 0.86 0.25 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.08 -0.00 (loc) 1-3 1-3 2 l/defl >999 >755 n/a L/d 360 240 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=54(LC 12) Max Uplift 1=-2(LC 12), 2=-47(LC 12) Max Grav 1=311(LC 19), 2=274(LC 19), 3=89(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 1, 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. January 7,2022 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 J1107021B Truss J56 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138433 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:15 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-EsqK6o_kWxq1t8YvK6c3VXPZovodCypxC2L5CGzxlho Scale = 1:16.7 1 2 33x4 5-4-8 5-4-8 5-4-8 5-4-8 5-9-7 0-4-15 0-4-112-9-100-4-72-5-32-9-105.00 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 0.91 0.25 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.08 -0.00 (loc) 1-3 1-3 2 l/defl >999 >755 n/a L/d 360 240 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings Mechanical except (jt=length) 2=Mechanical, 2=Mechanical. (lb) - Max Horz 1=55(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 2 Max Grav All reactions 250 lb or less at joint(s) 3, 2 except 1=319(LC 19), 2=282(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 1, 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. January 7,2022 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 J1107021B Truss J62 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138434 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:15 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-EsqK6o_kWxq1t8YvK6c3VXPmXvmVCypxC2L5CGzxlho Scale = 1:13.5 1 2 3 4 3x4 6-0-0 6-0-0 -1-0-0 1-0-0 1-10-15 1-10-15 0-4-11-1-100-3-85.00 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 0.10 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.13 -0.00 (loc) 2-4 2-4 3 l/defl >908 >534 n/a L/d 360 240 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 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=26(LC 12) Max Uplift 3=-13(LC 12) Max Grav 3=59(LC 19), 2=252(LC 19), 4=100(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 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. January 7,2022 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 J1107021B Truss J64 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138435 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:16 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-i2OiJ8?NHFyuVH76tq7I2lyuSJ73xP34Ri5ekizxlhn Scale = 1:13.3 1 2 3 4 3x4 6-0-0 6-0-0 -1-0-0 1-0-0 3-10-15 3-10-15 0-4-11-11-100-3-85.00 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 0.28 0.30 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.12 -0.00 (loc) 2-4 2-4 3 l/defl >999 >588 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 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=45(LC 12) Max Uplift 3=-30(LC 12), 2=-6(LC 12) Max Grav 3=161(LC 19), 2=367(LC 19), 4=97(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International 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. January 7,2022 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 J1107021B Truss J66 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138436 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:16 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-i2OiJ8?NHFyuVH76tq7I2lylNJ73xP34Ri5ekizxlhn Scale = 1:16.7 1 2 5 3 4 3x4 6-0-0 6-0-0 -1-0-0 1-0-0 5-10-15 5-10-15 0-4-12-9-100-3-85.00 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 0.86 0.30 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.12 -0.00 (loc) 2-4 2-4 3 l/defl >999 >588 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 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=64(LC 12) Max Uplift 3=-48(LC 12), 2=-14(LC 12) Max Grav 3=274(LC 19), 2=431(LC 19), 4=97(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International 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. January 7,2022 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 J1107021B Truss J802 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138437 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:17 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-AEy4XU0?2Z4l7RiIRXfXayV60iSZgsJEgMqBG8zxlhm 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 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=26(LC 11) Max Uplift 3=-13(LC 11) Max Grav 3=59(LC 18), 2=266(LC 18), 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a 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. January 7,2022 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 J1107021B Truss J804 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138438 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:18 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-eRWSkq0dpsDckbHU?FAm7A1Ey6o4PJZNu0alobzxlhl 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 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=45(LC 11) Max Uplift 3=-30(LC 11) Max Grav 3=161(LC 18), 2=381(LC 18), 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a 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. January 7,2022 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 J1107021B Truss J806 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138439 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:18 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-eRWSkq0dpsDckbHU?FAm7A15t6o4PJZNu0alobzxlhl 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 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.86 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-4 3 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=Mechanical, 2=0-5-8, 4=Mechanical Max Horz 2=64(LC 11) Max Uplift 3=-48(LC 11), 2=-6(LC 11) Max Grav 3=274(LC 18), 2=445(LC 18), 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a 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. January 7,2022 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 J1107021B Truss J808 Truss Type JACK-OPEN Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138440 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:19 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-6d4rxA1FaALTMlsgZyh?fNaFQW458mpW7gJIL1zxlhk Scale = 1:21.7 1 2 8 9 10 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=77(LC 11) Max Uplift 3=-38(LC 11), 2=-14(LC 11) Max Grav 3=333(LC 18), 2=468(LC 18), 4=107(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-7-4, Exterior(2R) 3-7-4 to 7-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss J810 Truss Type JACK-OPEN Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138441 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:19 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-6d4rxA1FaALTMlsgZyh?fNaFiW3k8mpW7gJIL1zxlhk Scale = 1:26.1 1 2 9 10 11 12 3 4 5 3x6 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 9-10-15 1-10-15 0-4-14-5-100-4-74-1-34-5-105.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.92 0.63 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.38 0.01 (loc) 5-8 5-8 2 l/defl >400 >254 n/a L/d 360 240 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 220/195 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied 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, 5=Mechanical, 3=0-1-8. (lb) - Max Horz 2=90(LC 11) 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 18), 3=419(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-7-4, Exterior(2R) 5-7-4 to 9-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss J812 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138442 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:20 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-apeD9W2tLUTK_vRt6fCECb7QRwTYtD3gMK3stTzxlhj Scale = 1:29.0 1 2 7 8 9 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 0-1-8 except (jt=length) 5=Mechanical, 2=0-5-8, 6=Mechanical. (lb) - Max Horz 2=102(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 5, 2, 3, 4 Max Grav All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=412(LC 18), 3=422(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-7-4, Exterior(2R) 7-7-4 to 11-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 3, 4. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss J814 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138443 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:21 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-20CbMs3V6nbBb3?3gNjTlofcVKpncgIpa_oPPvzxlhi Scale = 1:33.1 1 2 8 9 10 3 11 4 5 6 73x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 13-10-15 5-10-15 0-4-16-1-100-4-75-9-36-1-105.00 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 0.83 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: 31 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 5-7-10 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=116(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 6, 3, 4, 5 Max Grav All reactions 250 lb or less at joint(s) 6, 7, 4, 5 except 2=400(LC 18), 3=364(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-7-4, Exterior(2R) 9-7-4 to 13-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3, 4, 5. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss J816 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138444 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:21 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-20CbMs3V6nbBb3?3gNjTlofcWKpncgIpa_oPPvzxlhi Scale = 1:37.2 1 2 9 10 3 11 4 12 5 6 7 83x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 15-10-15 7-10-15 0-4-16-11-100-4-76-7-36-11-105.00 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 0.83 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-8 7 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 34 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 5-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 7=Mechanical, 2=0-5-8, 8=Mechanical. (lb) - Max Horz 2=130(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 7, 3, 4, 5, 6 Max Grav All reactions 250 lb or less at joint(s) 7, 8, 4, 5, 6 except 2=400(LC 1), 3=319(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-7-4, Exterior(2R) 11-7-4 to 15-10-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 3, 4, 5, 6. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 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. January 7,2022 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 J1107021B Truss J817 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138445 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:22 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-XClzaC37t5j2DCaFE4EiH0CnFj90L7YzpeYyxMzxlhh Scale = 1:40.2 1 2 10 11 3 4 12 5 13 6 7 8 93x4 8-0-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 17-4-3 9-4-3 0-4-17-6-130-4-77-2-67-6-135.00 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 0.83 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 -0.00 (loc) 2 2-9 8 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 36 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 5-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 0-1-8 except (jt=length) 8=Mechanical, 2=0-5-8, 9=Mechanical. (lb) - Max Horz 2=139(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 8, 3, 4, 5, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 8, 9, 4, 5, 6, 7 except 2=400(LC 1), 3=318(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-8, Exterior(2R) 13-0-8 to 17-3-7 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6, 7. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 3, 4, 5, 6, 7. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6, 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss MV1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138446 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:23 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-?OJLnX4mdPrvrM9SoolxqDlze7ZG4a262IHWUozxlhg Scale = 1:37.7 1 2 3 7 6 8 9 4 10 5 3x4 3x4 3x4 1.5x4 1.5x4 7-4-8 7-4-8 15-3-7 7-10-15 0-0-46-4-70-4-76-0-06-4-75.00 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 0.79 0.08 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 1-7 1-7 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 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.All bearings 7-4-8 except (jt=length) 5=Mechanical, 4=0-1-8. (lb) - Max Horz 1=116(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 5, 6, 7, 4 Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 5=265(LC 19), 7=298(LC 1), 4=360(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-9-1 to 4-0-0, Interior(1) 4-0-0 to 10-11-12, Exterior(2R) 10-11-12 to 15-2-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6, 7, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) This truss is designed in accordance with the 2018 International 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. January 7,2022 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 J1107021B Truss MV2 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138447 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:24 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Tbtk?t5OOizmSWkeLVHAMRHDQXutp12GHy130Ezxlhf Scale = 1:35.4 1 2 5 6 7 8 3 4 3x4 3x4 3x4 5-4-8 5-4-8 14-1-15 8-9-7 0-0-45-10-130-4-75-6-65-10-135.00 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 0.47 0.18 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.04 -0.00 (loc) 1-5 1-5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-3-14 except (jt=length) 4=Mechanical, 3=0-1-8. (lb) - Max Horz 1=101(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 4, 5, 3 Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 5=433(LC 19), 3=379(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-402/145 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 9-10-4, Exterior(2R) 9-10-4 to 14-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5, 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. January 7,2022 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 J1107021B Truss MV3 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138448 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:24 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Tbtk?t5OOizmSWkeLVHAMRHEBXwvp12GHy130Ezxlhf Scale = 1:24.3 1 2 5 6 7 3 4 3x4 3x4 3x4 3-4-8 3-4-8 10-1-15 6-9-7 0-0-44-2-130-4-73-10-64-2-135.00 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 0.42 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 1-5 1-5 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 3-3-14 except (jt=length) 4=Mechanical, 3=0-1-8. (lb) - Max Horz 1=68(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 4, 5, 3 Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 5=435(LC 19), 3=303(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-418/153 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 5-10-4, Exterior(2R) 5-10-4 to 10-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5, 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. January 7,2022 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 J1107021B Truss MV4 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138449 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:25 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-xnR6CD60905d4gJqvDoPveqNHxEtYUIPVcmdYhzxlhe Scale = 1:14.2 1 2 4 3 3x4 3x4 3x4 5-3-7 5-3-7 0-0-42-2-70-3-85.00 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 0.53 0.13 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 4 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 5-3-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=5-5-6, 4=5-5-6, 3=5-5-6 Max Horz 1=45(LC 9) Max Uplift 1=-10(LC 12), 3=-204(LC 5) Max Grav 1=240(LC 18), 4=344(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 3=204. 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. January 7,2022 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 J1107021B Truss MV5 Truss Type Roof Special Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138450 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:25 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-xnR6CD60905d4gJqvDoPveqNHxEEYUIPVcmdYhzxlhe Scale = 1:14.2 1 2 3 3x4 3x4 3x4 5-3-7 5-3-7 0-0-42-2-75.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [3:0-2-0,0-0-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.53 0.17 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 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 5-3-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=5-2-13, 3=5-2-13 Max Horz 1=45(LC 9) Max Uplift 1=-6(LC 12), 3=-15(LC 12) Max Grav 1=248(LC 18), 3=248(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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 J1107021B Truss MV6 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138451 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:53:26 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Pz?UQZ7ewKDTiqu1TwJeSsNdJLbNHxYYkFWA47zxlhd Scale = 1:12.6 1 2 3 4 3x4 3x4 3x4 3-4-8 3-4-8 4-7-15 1-3-7 0-0-41-11-51-4-145.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [4:0-2-0,0-0-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.19 0.05 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 3 3 4 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=3-3-14, 4=3-3-14 Max Horz 1=39(LC 9) Max Uplift 4=-33(LC 9) Max Grav 1=97(LC 19), 4=317(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-299/121 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 7,2022 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