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2386 B Roof Seals (2)Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1107021A 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 I14138402I14138358 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 J1107021A Truss B3 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138358 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:42 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-CQ5U?U7mYxZl0dMVsUNBoGaWtEXRshqP0lnVKdzxlkB 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 J1107021A Truss C1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138359 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:43 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-hcfsCq8OJFhcenwiQBuQLU6nMdzEbDKZFOX2t4zxlkA Scale = 1:25.7 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 21 22 4x4 3x4 3x4 14-0-0 14-0-0 -1-0-0 1-0-0 7-0-0 7-0-0 14-0-0 7-0-0 15-0-0 1-0-0 0-4-13-3-10-4-15.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.13 0.05 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.00 (loc) 10 10 10 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 14-0-0. (lb) - Max Horz 2=33(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 2, 10, 15, 16, 17, 14, 13 except 18=317(LC 19), 12=317(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-18=-273/78, 9-12=-273/78 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 Corner(3E) -1-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 4-0-0, Corner(3R) 4-0-0 to 10-0-0, Exterior(2N) 10-0-0 to 12-0-0, Corner(3E) 12-0-0 to 15-0-0 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. 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 J1107021A Truss C2 Truss Type COMMON Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138360 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:44 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-9pCEPA914YpTGxVuzvPfthfoh16_Kf_iU2GbPWzxlk9 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 100 lb uplift at joint(s) 4, 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 J1107021A Truss C2S Truss Type COMMON Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138361 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:44 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-9pCEPA914YpTGxVuzvPfthfoh16_Kf_iU2GbPWzxlk9 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 100 lb uplift at joint(s) 4, 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 J1107021A Truss C3 Truss Type COMMON Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138362 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:45 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-d?mddWAfrsxJt444XcwuQvCzRRSD36Esji09xyzxlk8 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=0-2-8, 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=-878/126 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) 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) 4, 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 J1107021A Truss D1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138363 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:45 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-d?mddWAfrsxJt444XcwuQvC8PReH37hsji09xyzxlk8 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss D2 Truss Type Monopitch Qty 7 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138364 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:46 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-5BK?qsBHcA3AVEfH5KR7z6kEiryToZx?xMliUOzxlk7 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 100 lb uplift at joint(s) 4, 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 J1107021A Truss D3 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138365 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:47 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-ZOuN2CBvNTB17OETf1yMVKHToEIiX0B9A0VF0rzxlk6 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss E1 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138366 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:49 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Vm07TtD9v5RlMiOrmS?qalMf02qo?nxRdK_M4jzxlk4 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 100 lb uplift at joint(s) except (jt=lb) 2=230, 10=230. 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 J1107021A Truss E1 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138366 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:49 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Vm07TtD9v5RlMiOrmS?qalMf02qo?nxRdK_M4jzxlk4 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 J1107021A Truss E2 Truss Type CAL HIP Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138367 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:50 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-zzaWgDEnfOZc_sz2K9W37yvnGS9akHNbs_jwdAzxlk3 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss E3SL Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138368 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:51 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-S98uuZEQQihTb?YEut1IgASzfsWqTkJk5eTT9czxlk2 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss E3SR Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138369 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:52 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-wLhG5vF2B?pKD96QRaYXCN_8PFs3CBZuKIC0h2zxlk1 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss E4 Truss Type CAL HIP Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138370 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:54 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-skp0WbHIjd32TTGpZ?a?Ho4WV3XFg?XAnch7mxzxlk? 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss E5 Truss Type CAL HIP Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138371 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:55 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-KwNPjxIwUwBv4dr?7j6Eq0chzTtPPYbK0GRhINzxlk_ 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss E6 Truss Type Common Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138372 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:56 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-o6xnxGIYFEKminQCgQdTND9vVtE68ubTEwAEppzxljz 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss E6S Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138373 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:50:57 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-GJV98cJA0YSdKw?OE78ivRi4EGaLtLrdTawnLGzxljy 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 100 lb uplift at joint(s) 2, 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 J1107021A Truss E7 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138374 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:05 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-1r_BqLPC7?SUH9cwipHaE71ORVGAlyNoJqsCeozxljq 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 3x10 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)-- [2:0-3-1,0-1-8], [4:0-6-8,0-1-8], [5:0-5-8,0-2-8], [6:0-3-8,0-3-12], [9:0-3-4,0-2-0], [11:0-5-0,0-1-11], [14:0-1-8,0-1-12], [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 0.73 0.90 0.85 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.53 -0.83 0.15 (loc) 16-17 16-17 11 l/defl >788 >498 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 2-9-3 oc purlins, except 2-0-0 oc purlins (3-9-3 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=-94(LC 7) Max Grav 2=4145(LC 36), 11=4371(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9594/278, 3-4=-9827/279, 4-5=-9021/265, 5-6=-15832/504, 6-7=-17530/473, 7-8=-15069/270, 8-9=-15069/270, 9-10=-10812/76, 10-11=-10457/93 BOT CHORD 2-18=-217/8788, 17-18=-276/10944, 16-17=-408/14968, 14-16=-414/17526, 13-14=-32/10214, 11-13=-46/9572 WEBS 3-18=0/468, 4-18=-56/2495, 5-18=-3508/158, 5-17=-352/10352, 6-16=-30/2941, 7-16=-66/512, 7-14=-2799/253, 8-14=-1109/106, 9-14=-214/5664, 9-13=-261/181, 10-13=0/726, 6-17=-7961/253 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 100 lb uplift at joint(s) 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 J1107021A Truss E7 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138374 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:06 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-V2YZ1hQquJaLvJB7GWopmKZZBvcPUPdyYTbmAEzxljp 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=-2143(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=-1808(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=-1808(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=-1808(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=-1339(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=126(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=126(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=-891(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=-891(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=126(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 J1107021A Truss E7 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138374 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:06 2022 Page 3 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-V2YZ1hQquJaLvJB7GWopmKZZBvcPUPdyYTbmAEzxljp 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=126(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=-59(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=-59(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=-891(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=-891(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=-804(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=-2143(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=-2143(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=-804(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=-1874(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=-1874(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=-1874(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 J1107021A Truss E7 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138374 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:06 2022 Page 4 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-V2YZ1hQquJaLvJB7GWopmKZZBvcPUPdyYTbmAEzxljp 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=-1874(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=-1875(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=-482(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=-482(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=-1808(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=-1808(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=-1808(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=-1808(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=-1808(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=-1808(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=-1808(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=-1808(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=-2143(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=-2143(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 J1107021A Truss E7 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138374 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:06 2022 Page 5 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-V2YZ1hQquJaLvJB7GWopmKZZBvcPUPdyYTbmAEzxljp 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=-2143(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=-2143(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=-2143(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=-2143(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=-2143(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=-2143(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=-2143(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=-2143(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=-1808(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=-1808(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=-1874(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=-1874(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=-1874(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 J1107021A Truss E7 Truss Type Roof Special Girder Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138374 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:06 2022 Page 6 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-V2YZ1hQquJaLvJB7GWopmKZZBvcPUPdyYTbmAEzxljp 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=-1874(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=-1874(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=-1874(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=-1874(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=-1874(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=-2143(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=-2143(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 J1107021A Truss F1 Truss Type MONO CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138375 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:07 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-_E5xE1RSfciCWTmJqEJ2JY6nqI47D_d5m7LJihzxljo Scale = 1:17.9 1 2 3 5 4 6 7 8 9 10 11 12 4x4 3x4 4x6 3x4 4x4 3x6 JUS26 JUS26 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)-- [1:0-2-1,Edge], [2:0-3-0,0-1-8], [4:0-1-12,0-2-0], [5:0-3-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.55 0.35 0.35 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 5-10-15 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=-93(LC 10), 4=-142(LC 7) Max Grav 1=1792(LC 27), 4=2143(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3029/180, 3-4=-294/48 BOT CHORD 1-5=-171/2745, 4-5=-169/2483 WEBS 2-5=-15/1745, 2-4=-2802/193 NOTES-(16) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=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 100 lb uplift at joint(s) 1 except (jt=lb) 4=142. 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 JUS26 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 8-0-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) 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.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 J1107021A Truss F1 Truss Type MONO CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14138375 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:07 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-_E5xE1RSfciCWTmJqEJ2JY6nqI47D_d5m7LJihzxljo 16) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-66, 2-3=-116, 1-4=-25(F=-11) Concentrated Loads (lb) Vert: 2=-242 7=-650(B) 8=-650(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 J1107021A Truss G1 Truss Type MONO TRUSS Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138376 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:07 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-_E5xE1RSfciCWTmJqEJ2JY6qAI_?Dyz5m7LJihzxljo 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 100 lb uplift at joint(s) 1, 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 Concentrated Loads (lb) Vert: 6=-108(F) 7=-213(F) 8=-319(F) 9=-311(F) 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 J1107021A Truss HRE Truss Type CORNER RAFTER Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138377 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:08 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-SQfJSNS4Qwq38dLVNxqHslfz6iVsyWNE?n4tE7zxljn 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 J1107021A Truss HRE1 Truss Type Corner Rafter Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138378 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:09 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-wcDhfjSiBEywmmwhxfMWOzB9S6r5hzdOERqQnZzxljm 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 J1107021A Truss HRF Truss Type CORNER RAFTER Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138379 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:09 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-wcDhfjSiBEywmmwhxfMWOzBBx6r5hzdOERqQnZzxljm 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 J1107021A Truss HRF1 Truss Type Rafter Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138380 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:10 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-Opn4t3TKyX4mNwVuVMtlxAkOmWBKQQtXT5ZzJ?zxljl 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 J1107021A Truss J22 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138381 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:10 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-Opn4t3TKyX4mNwVuVMtlxAkP3WBtQQtXT5ZzJ?zxljl 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 J1107021A Truss J24 Truss Type Jack-Open Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138382 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:11 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-s?LS4PUyjrCd?43434O_TOHW4wX69t7hhlJXrSzxljk 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 J1107021A Truss J26 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138383 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:12 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-KBvqIlVbU9LUdEeGcnvD0bpYMJsLuKNqwP24Nuzxljj 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 J1107021A Truss J52 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138384 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:12 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-KBvqIlVbU9LUdEeGcnvD0bpmCJpruKNqwP24Nuzxljj 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 J1107021A Truss J54 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138385 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:13 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-oOTCV5WDFSTLEODTAUQSZpMsQj94dncz93oewKzxlji 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 J1107021A Truss J55 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138386 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:13 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-oOTCV5WDFSTLEODTAUQSZpMkSj94dncz93oewKzxlji 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 J1107021A Truss J56 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138387 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:14 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-Ga0aiQWr0mbCsYofkCxh50vuK7VJMEs7NjXBSnzxljh 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 J1107021A Truss J802 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138388 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:14 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-Ga0aiQWr0mbCsYofkCxh50v537TnMEs7NjXBSnzxljh 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 J1107021A Truss J804 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138389 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:15 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-lmazwmXTn4j3UhNrIvTweERD?XpI5h6GcNHk_Dzxljg 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 J1107021A Truss J806 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138390 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:16 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-Dz8L76Y5YNrw5ry2rd_9AR_Fgx9Xq8MQr10IWfzxljf 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 J1107021A Truss J808 Truss Type JACK-OPEN Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138391 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:16 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-Dz8L76Y5YNrw5ry2rd_9AR_ETx6Jq8MQr10IWfzxljf 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 J1107021A Truss J810 Truss Type JACK-OPEN Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138392 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:17 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-h9ijLSZjJhznj?XEPKVOjfXPUKRBZbcZ4hmr35zxlje 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 J1107021A Truss J812 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138393 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:18 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-9LG5YoZL3?5eL96Qz20dGs3ZDkq?I2sjILVObYzxljd 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 J1107021A Truss J814 Truss Type Jack-Open Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138394 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:18 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-9LG5YoZL3?5eL96Qz20dGs3aXkq?I2sjILVObYzxljd 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 J1107021A Truss J816 Truss Type Jack-Open Qty 2 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138395 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:19 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-dYqTm8a_qIDVyJhcXlXso4clI8AE1V6sX?Fy7_zxljc 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 J1107021A Truss J817 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138396 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:20 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:oRgrL2Z9d4tjByJBXmrej8y9ORy-5kOrzUbcbcLMaTFp4T25LH9w2YWTmyL?mf_VfQzxljb 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 J1107021A Truss MV1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138397 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:20 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-5kOrzUbcbcLMaTFp4T25LH9xhYaUmyb?mf_VfQzxljb 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 J1107021A Truss MV2 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138398 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:21 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-ZwyEAqcEMwTDCcq?eAZKtVhBTyv6VPb9_Jk3Ctzxlja 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 J1107021A Truss MV3 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138399 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:22 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-17VcO9cs7Db3qmPBCt5ZQiEN_LHNEsrIDzTckJzxljZ 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 J1107021A Truss MV4 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138400 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:22 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-17VcO9cs7Db3qmPBCt5ZQiELKLF6EsrIDzTckJzxljZ 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 J1107021A Truss MV5 Truss Type Roof Special Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138401 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:23 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-WJ3_bVdUuXjwRw_OmbcozwmW3lbizI5SSdD9GlzxljY 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 J1107021A Truss MV6 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14138402 8.530 s Dec 6 2021 MiTek Industries, Inc. Fri Jan 7 11:51:24 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:T9AT4o1jJXFd5ocIV_6FlZy9QEF-_VdMpre6frrn34ZaJI71V7Jn59zrilLbhHyjoBzxljX 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