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I14161849.J1109713ATri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1109713A 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 27,2022 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 I14161877I14161849 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 J1109713A Truss A1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161849 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:01 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-Zw1t6XEVRgIyNJY2neJrsRZrEUXCqwizyHbTGkzrT4q Scale = 1:51.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 44 45 46 47 4x4 3x4 3x6 3x4 30-0-0 30-0-0 -1-0-0 1-0-0 15-0-0 15-0-0 30-0-0 15-0-0 31-0-0 1-0-0 0-4-16-7-10-4-15.00 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-SH 0.08 0.04 0.10 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 22 23 22 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 151 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 30-0-0. (lb) - Max Horz 2=-65(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 35, 36, 37, 38, 39, 40, 41, 42, 43, 32, 31, 30, 29, 28, 27, 26, 25, 24, 22 Max Grav All reactions 250 lb or less at joint(s) 2, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 32, 31, 30, 29, 28, 27, 26, 25, 24, 22 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 12-0-0, Corner(3R) 12-0-0 to 18-0-0, Exterior(2N) 18-0-0 to 28-0-0, Corner(3E) 28-0-0 to 31-0-0 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, 35, 36, 37, 38, 39, 40, 41, 42, 43, 32, 31, 30, 29, 28, 27, 26, 25, 24, 22. 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 27,2022 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 J1109713A Truss A2 Truss Type Common Qty 5 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161850 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:03 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-VJ9dXCGlzIYfcciRv3LJyse0bI21Io3GPb4aKdzrT4o Scale = 1:51.3 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 17 18 19 20 4x6 4x8 3x6 4x4 1.5x4 4x4 1.5x4 4x8 10-2-10 10-2-10 19-9-6 9-6-13 30-0-0 10-2-10 -1-0-0 1-0-0 7-9-14 7-9-14 15-0-0 7-2-2 22-2-2 7-2-2 30-0-0 7-9-14 31-0-0 1-0-0 0-4-16-7-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-0-8,Edge], [6:0-0-8,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 0.79 0.72 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.44 0.09 (loc) 8-10 6-8 6 l/defl >999 >811 n/a L/d 360 240 n/a PLATES MT20 Weight: 115 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF No.2 *Except* 5-8,3-10: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-5-7 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-1097(LC 44) Max Uplift 2=-1626(LC 42), 6=-1626(LC 45) Max Grav 2=2509(LC 31), 6=2509(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5354/4021, 3-4=-3715/1981, 4-5=-3714/1979, 5-6=-5353/4019 BOT CHORD 2-10=-2692/3936, 8-10=-491/1882, 6-8=-3656/4645 WEBS 4-8=-65/949, 5-8=-608/162, 4-10=-63/948, 3-10=-608/161 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 12-0-0, Exterior(2R) 12-0-0 to 18-0-0, Interior(1) 18-0-0 to 28-0-0, Exterior(2E) 28-0-0 to 31-0-0 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1626, 6=1626. 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) This truss has been designed for a total drag load of 7500 lb. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-0, 28-6-0 to 30-0-0 for 2500.0 plf. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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 J1109713A Truss A2SL Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161851 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:05 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ShHNxuH?VvoNswsp0UNn1HkL55jVmiYYtvZhPVzrT4m Scale = 1:51.3 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 17 18 19 20 4x6 4x8 3x6 4x4 1.5x4 4x4 1.5x4 4x8 10-2-10 10-2-10 19-9-6 9-6-13 30-0-0 10-2-10 -1-0-0 1-0-0 7-9-14 7-9-14 15-0-0 7-2-2 22-2-2 7-2-2 30-0-0 7-9-14 31-0-0 1-0-0 0-4-16-7-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-0-8,Edge], [6:0-0-8,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 0.79 0.72 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.44 0.09 (loc) 8-10 6-8 6 l/defl >999 >811 n/a L/d 360 240 n/a PLATES MT20 Weight: 115 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF No.2 *Except* 5-8,3-10: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-5-7 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-1097(LC 44) Max Uplift 2=-1626(LC 42), 6=-1626(LC 45) Max Grav 2=2509(LC 31), 6=2509(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5354/4021, 3-4=-3715/1981, 4-5=-3714/1979, 5-6=-5353/4019 BOT CHORD 2-10=-2692/3936, 8-10=-491/1882, 6-8=-3656/4645 WEBS 4-8=-65/949, 5-8=-608/162, 4-10=-63/948, 3-10=-608/161 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 12-0-0, Exterior(2R) 12-0-0 to 18-0-0, Interior(1) 18-0-0 to 28-0-0, Exterior(2E) 28-0-0 to 31-0-0 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1626, 6=1626. 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) This truss has been designed for a total drag load of 7500 lb. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-0, 28-6-0 to 30-0-0 for 2500.0 plf. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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 J1109713A Truss A2SR Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161852 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:06 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-wtrm9EIeGDwET4R0aBv0ZUGWrV3kV9oi5ZIExxzrT4l Scale = 1:51.3 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 17 18 19 20 4x6 4x8 3x6 4x4 1.5x4 4x4 1.5x4 4x8 10-2-10 10-2-10 19-9-6 9-6-13 30-0-0 10-2-10 -1-0-0 1-0-0 7-9-14 7-9-14 15-0-0 7-2-2 22-2-2 7-2-2 30-0-0 7-9-14 31-0-0 1-0-0 0-4-16-7-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-0-8,Edge], [6:0-0-8,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 0.79 0.72 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.29 -0.44 0.09 (loc) 8-10 6-8 6 l/defl >999 >811 n/a L/d 360 240 n/a PLATES MT20 Weight: 115 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF No.2 *Except* 5-8,3-10: 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 3-5-7 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-1097(LC 44) Max Uplift 2=-1626(LC 42), 6=-1626(LC 45) Max Grav 2=2509(LC 31), 6=2509(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5354/4021, 3-4=-3715/1981, 4-5=-3714/1979, 5-6=-5353/4019 BOT CHORD 2-10=-2692/3936, 8-10=-491/1882, 6-8=-3656/4645 WEBS 4-8=-65/949, 5-8=-608/162, 4-10=-63/948, 3-10=-608/161 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 12-0-0, Exterior(2R) 12-0-0 to 18-0-0, Interior(1) 18-0-0 to 28-0-0, Exterior(2E) 28-0-0 to 31-0-0 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, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1626, 6=1626. 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) This truss has been designed for a total drag load of 7500 lb. Lumber DOL=(1.60) Plate grip DOL=(1.60) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-0, 28-6-0 to 30-0-0 for 2500.0 plf. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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 J1109713A Truss A4 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161853 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:07 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-O4P8MaJG1W255E0C8vQF6ipj3vNVEVorKD2nTOzrT4k Scale = 1:56.7 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 19 20 21 22 4x8 5x6 3x10 4x8 3x4 1.5x4 3x4 3x8 3x4 1.5x4 3x10 6-11-6 6-11-6 13-4-4 6-4-14 16-7-12 3-3-8 23-0-10 6-4-14 30-0-0 6-11-6 -1-0-0 1-0-0 6-11-6 6-11-6 13-4-4 6-4-14 13-10-15 0-6-11 16-1-1 2-2-2 16-7-12 0-6-11 23-0-10 6-4-14 30-0-0 6-11-6 31-0-0 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)-- [2:0-10-8,0-0-6], [4:0-4-0,0-1-4], [5:0-1-12,0-2-4], [7:0-10-8,0-0-6] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.70 0.88 0.70 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.24 -0.35 0.16 (loc) 12 12-13 7 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 126 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 3-12,6-11: 2x4 DF No.1&Btr BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, except 2-0-0 oc purlins (3-6-6 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=-58(LC 13) Max Uplift 2=-40(LC 12), 7=-40(LC 13) Max Grav 2=1835(LC 33), 7=1835(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3532/59, 3-4=-2478/81, 4-5=-2139/92, 5-6=-2480/81, 6-7=-3532/59 BOT CHORD 2-13=-59/3122, 12-13=-59/3122, 11-12=0/2138, 9-11=-1/3121, 7-9=-1/3121 WEBS 3-12=-1053/88, 4-12=0/499, 5-11=0/499, 6-11=-1050/88 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 9-4-14, Exterior(2R) 9-4-14 to 20-7-2, Interior(1) 20-7-2 to 28-0-0, Exterior(2E) 28-0-0 to 31-0-0 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 27,2022 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 J1109713A Truss A5 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161854 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:09 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-KSWunGKWZ8IpKX9aFJSjB7u2nj3OiSE8nXXuYGzrT4i Scale = 1:56.7 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 21 22 4x5 4x5 4x6 3x6 3x4 1.5x4 3x8 3x4 3x8 3x4 1.5x4 4x6 6-11-6 6-11-6 11-4-4 4-4-14 18-7-12 7-3-8 23-0-10 4-4-14 30-0-0 6-11-6 -1-0-0 1-0-0 6-11-6 6-11-6 11-4-4 4-4-14 11-10-15 0-6-11 15-0-0 3-1-1 18-1-1 3-1-1 18-7-12 0-6-11 23-0-10 4-4-14 30-0-0 6-11-6 31-0-0 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)-- [2:0-1-10,Edge], [4:0-1-12,0-2-0], [6:0-1-12,0-2-0], [8:0-1-10,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.75 0.86 0.45 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.21 -0.35 0.13 (loc) 11-13 11-13 8 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 123 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr *Except* 4-6: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc purlins, except 2-0-0 oc purlins (3-11-3 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 17) Max Uplift 2=-42(LC 12), 8=-42(LC 13) Max Grav 2=1681(LC 33), 8=1681(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3109/77, 3-4=-2344/91, 4-5=-2046/95, 5-6=-2046/95, 6-7=-2344/91, 7-8=-3109/77 BOT CHORD 2-14=-52/2726, 13-14=-52/2726, 11-13=-4/2077, 10-11=-15/2726, 8-10=-15/2726 WEBS 3-13=-776/74, 4-13=0/549, 5-11=-330/102, 6-11=0/549, 7-11=-776/74, 5-13=-330/102 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 7-4-14, Exterior(2R) 7-4-14 to 22-7-2, Interior(1) 22-7-2 to 28-0-0, Exterior(2E) 28-0-0 to 31-0-0 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 27,2022 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 J1109713A Truss A6 Truss Type CAL HIP Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161855 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:10 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-of4G?cL8KRQgyhknp1zykKRCo6QkRylH0BGR4jzrT4h Scale = 1:56.7 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 20 21 22 23 4x8 4x8 4x6 3x6 3x4 1.5x4 3x8 1.5x4 3x4 1.5x4 4x6 9-4-4 9-4-4 15-0-0 5-7-12 20-7-12 5-7-12 30-0-0 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 15-0-0 5-1-1 20-1-1 5-1-1 20-7-12 0-6-11 23-11-3 3-3-7 30-0-0 6-0-13 31-0-0 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)-- [2:0-1-2,Edge], [4:0-4-0,0-1-4], [6:0-4-0,0-1-4], [8:0-1-2,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 0.79 0.78 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.22 -0.40 0.12 (loc) 12 2-13 8 l/defl >999 >884 n/a L/d 360 240 n/a PLATES MT20 Weight: 113 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 (2-8-11 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=42(LC 16) Max Uplift 2=-43(LC 12), 8=-43(LC 13) Max Grav 2=1526(LC 33), 8=1526(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2752/99, 3-4=-2299/82, 4-5=-2621/110, 5-6=-2621/110, 6-7=-2299/82, 7-8=-2752/99 BOT CHORD 2-13=-67/2415, 12-13=-3/2127, 10-12=0/2127, 8-10=-39/2415 WEBS 3-13=-491/81, 4-13=0/430, 4-12=-60/611, 5-12=-673/81, 6-12=-60/611, 6-10=0/430, 7-10=-491/81 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 5-4-14, Exterior(2R) 5-4-14 to 13-10-11, Interior(1) 13-10-11 to 16-1-5, Exterior(2R) 16-1-5 to 24-7-2, Interior(1) 24-7-2 to 28-0-0, Exterior(2E) 28-0-0 to 31-0-0 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 27,2022 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 J1109713A Truss A7 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14161856 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:18 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ZBZIgLR9RvRXvwLJHi6q30mZ0L6vJUcTsRCtMFzrT4Z Scale = 1:56.7 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 16 17 18 19 20 21 22 23 24 3x6 4x10 5x8 4x5 8x12 3x4 1.5x4 4x5 6x8 1.5x4 3x4 1.5x4 4x8 THD26 7-4-4 7-4-4 12-5-7 5-1-3 17-6-9 5-1-3 22-7-12 5-1-3 30-0-0 7-4-4 -1-0-0 1-0-0 4-9-13 4-9-13 7-4-4 2-6-7 7-10-15 0-6-11 12-5-7 4-6-8 17-6-9 5-1-3 22-1-1 4-6-8 22-7-12 0-6-11 25-2-3 2-6-7 30-0-0 4-9-13 31-0-0 1-0-0 0-4-13-4-44-6-10-0-40-4-10-0-40-0-153-4-45.00 12 Plate Offsets (X,Y)-- [4:0-5-0,0-1-4], [5:0-3-0,Edge], [6:0-5-4,0-3-8], [8:0-2-12,0-2-4], [10:0-4-0,0-1-14], [13:0-2-12,0-5-4], [14:0-1-12,0-2-0] 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 0.84 0.96 0.63 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.31 -0.50 0.08 (loc) 12-13 12-13 10 l/defl >999 >715 n/a L/d 360 240 n/a PLATES MT20 Weight: 303 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 4-8: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except 2-0-0 oc purlins (3-6-3 max.): 4-8, 5-6. 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=45(LC 14) Max Uplift 2=-52(LC 10), 10=-41(LC 11) Max Grav 2=2547(LC 35), 10=3825(LC 34) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5798/130, 3-4=-5741/134, 4-5=-281/27, 4-6=-7752/243, 6-7=-10251/355, 7-8=-10079/339, 8-9=-8968/211, 9-10=-8800/223, 5-6=-313/26 BOT CHORD 2-15=-99/5270, 14-15=-53/5351, 13-14=-168/7942, 12-13=-140/8364, 10-12=-162/8018 WEBS 4-14=-145/3334, 6-14=-1836/129, 6-13=-124/2734, 7-13=-1154/105, 8-13=-160/2086, 8-12=0/1035, 9-12=0/621 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 0-3-0 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=9ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 10. 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. Continued on page 2 January 27,2022 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 J1109713A Truss A7 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14161856 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:18 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ZBZIgLR9RvRXvwLJHi6q30mZ0L6vJUcTsRCtMFzrT4Z NOTES-(19) 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 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 16) Use MiTek THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent at 20-0-12 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 22-0-0 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, 6-19=-66, 8-19=-157(F=-91), 8-11=-66, 2-24=-14, 10-24=-33(F=-19), 5-6=-66 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(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, 6-19=-53, 8-19=-131(F=-77), 8-11=-54, 2-24=-14, 10-24=-33(F=-19), 5-6=-53 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(F) 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-16=-53, 4-16=-82, 4-5=-82, 6-19=-27, 8-19=-104(F=-77), 8-11=-27, 2-24=-14, 10-24=-33(F=-19), 5-6=-27 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(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=-27, 6-19=-80, 19-21=-157(F=-77), 8-21=-131(F=-77), 8-11=-54, 2-24=-14, 10-24=-33(F=-19), 5-6=-80 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(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, 6-19=-16, 8-19=-73(F=-57), 8-11=-16, 2-24=-34, 10-24=-53(F=-19), 5-6=-16 Concentrated Loads (lb) Vert: 23=-358(F) 24=-1268(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=7, 6-19=3, 8-19=1(F=-2), 8-10=5, 10-11=2, 2-24=-8, 10-24=-28(F=-19), 5-6=5 Horz: 1-2=-24, 2-4=-16, 4-5=-16, 8-10=15, 10-11=12, 5-6=15 Concentrated Loads (lb) Vert: 23=-12(F) 24=-42(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=5, 6-19=13, 8-19=18(F=5), 8-10=7, 10-11=14, 2-24=-8, 10-24=-28(F=-19), 5-6=7 Horz: 1-2=-12, 2-4=-15, 4-5=-15, 8-10=16, 10-11=24, 5-6=16 Concentrated Loads (lb) Vert: 23=34(F) 24=119(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=-6, 6-19=-10, 8-19=-48(F=-38), 8-10=-7, 10-11=-4, 2-24=-14, 10-24=-33(F=-19), 5-6=-7 Horz: 1-2=-13, 2-4=-10, 4-5=-10, 8-10=9, 10-11=12, 5-6=9 Concentrated Loads (lb) Vert: 23=-238(F) 24=-844(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=-7, 6-19=0, 8-19=-38(F=-38), 8-10=-6, 10-11=-3, 2-24=-14, 10-24=-33(F=-19), 5-6=-6 Horz: 1-2=-12, 2-4=-9, 4-5=-9, 8-10=10, 10-11=13, 5-6=10 Concentrated Loads (lb) Vert: 23=-238(F) 24=-844(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=13, 6-19=3, 8-19=9(F=5), 8-10=3, 10-11=0, 2-24=-8, 10-24=-28(F=-19), 5-6=3 Horz: 1-2=-19, 2-4=-23, 4-5=-23, 8-10=13, 10-11=10, 5-6=13 Concentrated Loads (lb) Vert: 23=34(F) 24=119(F) 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=0, 2-4=3, 4-5=3, 6-19=13, 8-19=18(F=5), 8-10=13, 10-11=10, 2-24=-8, 10-24=-28(F=-19), 5-6=13 Horz: 1-2=-10, 2-4=-13, 4-5=-13, 8-10=23, 10-11=19, 5-6=23 Concentrated Loads (lb) Vert: 23=34(F) 24=119(F) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd 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 J1109713A Truss A7 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14161856 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:18 2022 Page 3 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ZBZIgLR9RvRXvwLJHi6q30mZ0L6vJUcTsRCtMFzrT4Z LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=3, 2-4=6, 4-5=6, 6-19=0, 8-19=-2(F=-3), 8-10=0, 10-11=-3, 2-24=-8, 10-24=-28(F=-19), 5-6=0 Horz: 1-2=-13, 2-4=-16, 4-5=-16, 8-10=10, 10-11=7, 5-6=10 Concentrated Loads (lb) Vert: 23=-16(F) 24=-56(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, 6-19=6, 8-19=4(F=-3), 8-10=6, 10-11=3, 2-24=-8, 10-24=-28(F=-19), 5-6=6 Horz: 1-2=-7, 2-4=-10, 4-5=-10, 8-10=16, 10-11=13, 5-6=16 Concentrated Loads (lb) Vert: 23=-16(F) 24=-56(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=0, 6-19=-10, 8-19=-48(F=-38), 8-10=-10, 10-11=-6, 2-24=-14, 10-24=-33(F=-19), 5-6=-10 Horz: 1-2=-19, 2-4=-16, 4-5=-16, 8-10=6, 10-11=10, 5-6=6 Concentrated Loads (lb) Vert: 23=-238(F) 24=-844(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, 6-19=0, 8-19=-38(F=-38), 8-10=0, 10-11=3, 2-24=-14, 10-24=-33(F=-19), 5-6=0 Horz: 1-2=-10, 2-4=-6, 4-5=-6, 8-10=16, 10-11=19, 5-6=16 Concentrated Loads (lb) Vert: 23=-238(F) 24=-844(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, 6-19=-16, 8-19=-50(F=-34), 8-10=-16, 10-11=-66, 2-24=-14, 10-24=-33(F=-19), 5-6=-16 Concentrated Loads (lb) Vert: 23=-215(F) 24=-761(F) 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-16=-66, 4-16=-105, 4-5=-105, 6-19=-31, 8-19=-122(F=-91), 8-11=-31, 2-24=-14, 10-24=-33(F=-19), 5-6=-31 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-101, 19-21=-192(F=-91), 8-21=-157(F=-91), 8-11=-66, 2-24=-14, 10-24=-33(F=-19), 5-6=-101 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(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, 6-19=-16, 8-19=-50(F=-34), 8-11=-16, 2-24=-14, 10-24=-33(F=-19), 5-6=-16 Concentrated Loads (lb) Vert: 23=-215(F) 24=-761(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=-46, 6-19=-49, 8-19=-129(F=-80), 8-10=-47, 10-11=-45, 2-24=-14, 10-24=-33(F=-19), 5-6=-47 Horz: 1-2=-10, 2-4=-7, 4-5=-7, 8-10=6, 10-11=9, 5-6=6 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(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=-47, 6-19=-41, 8-19=-121(F=-80), 8-10=-46, 10-11=-44, 2-24=-14, 10-24=-33(F=-19), 5-6=-46 Horz: 1-2=-9, 2-4=-6, 4-5=-6, 8-10=7, 10-11=10, 5-6=7 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(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=-41, 6-19=-49, 8-19=-129(F=-80), 8-10=-49, 10-11=-46, 2-24=-14, 10-24=-33(F=-19), 5-6=-49 Horz: 1-2=-15, 2-4=-12, 4-5=-12, 8-10=5, 10-11=7, 5-6=5 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 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, 6-19=-41, 8-19=-121(F=-80), 8-10=-41, 10-11=-39, 2-24=-14, 10-24=-33(F=-19), 5-6=-41 Horz: 1-2=-7, 2-4=-5, 4-5=-5, 8-10=12, 10-11=15, 5-6=12 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-16, 4-5=-16, 6-19=-56, 8-19=-136(F=-80), 8-11=-16, 2-24=-14, 10-24=-33(F=-19), 5-6=-16 Concentrated Loads (lb) Vert: 23=-501(F) 24=-1775(F) 25) Dead + 0.6 MWFRS Wind Min. Left: Lumber Increase=1.60, Plate Increase=1.60 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 J1109713A Truss A7 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14161856 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:18 2022 Page 4 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ZBZIgLR9RvRXvwLJHi6q30mZ0L6vJUcTsRCtMFzrT4Z LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-10, 2-4=-13, 4-5=-13, 6-19=-10, 8-19=-30(F=-21), 8-11=-10, 2-24=-8, 10-24=-28(F=-19), 5-6=-10 Horz: 2-4=3, 4-5=3 Concentrated Loads (lb) Vert: 23=-129(F) 24=-457(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, 6-19=-10, 8-19=-30(F=-21), 8-10=-13, 10-11=-10, 2-24=-8, 10-24=-28(F=-19), 5-6=-13 Horz: 8-10=-3, 5-6=-3 Concentrated Loads (lb) Vert: 23=-129(F) 24=-457(F) 27) 3rd Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-18=-53, 4-18=-72, 4-5=-72, 6-19=-53, 19-20=-131(F=-77), 8-20=-149(F=-77), 8-11=-27, 2-24=-14, 10-24=-33(F=-19), 5-6=-27 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(F) 28) 4th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-27, 6-19=-27, 8-19=-104(F=-77), 8-11=-27, 2-24=-14, 10-24=-33(F=-19), 5-6=-72 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(F) 29) 5th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-17=-53, 4-17=-80, 4-5=-80, 6-19=-27, 8-19=-104(F=-77), 8-11=-27, 2-24=-14, 10-24=-33(F=-19), 5-6=-27 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(F) 30) 6th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-27, 6-19=-27, 8-19=-104(F=-77), 8-11=-72, 2-24=-14, 10-24=-33(F=-19), 5-6=-80 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(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=-27, 6-19=-72, 19-22=-149(F=-77), 8-22=-131(F=-77), 8-11=-27, 2-24=-14, 10-24=-33(F=-19), 5-6=-27 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(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, 6-19=-27, 8-19=-104(F=-77), 8-11=-74, 2-24=-14, 10-24=-33(F=-19), 5-6=-27 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(F) 33) 9th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-108, 8-19=-200(F=-91), 8-11=-31, 2-24=-14, 10-24=-33(F=-19), 5-6=-31 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 34) 10th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-31, 8-19=-122(F=-91), 8-11=-108, 2-24=-14, 10-24=-33(F=-19), 5-6=-108 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 35) 11th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-18=-66, 4-18=-91, 4-5=-91, 6-19=-66, 19-20=-157(F=-91), 8-20=-182(F=-91), 8-11=-31, 2-24=-14, 10-24=-33(F=-19) , 5-6=-31 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 36) 12th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-31, 8-19=-122(F=-91), 8-11=-31, 2-24=-14, 10-24=-33(F=-19), 5-6=-91 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 37) 13th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-17=-66, 4-17=-102, 4-5=-102, 6-19=-31, 8-19=-122(F=-91), 8-11=-31, 2-24=-14, 10-24=-33(F=-19), 5-6=-31 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 38) 14th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-31, 8-19=-122(F=-91), 8-11=-91, 2-24=-14, 10-24=-33(F=-19), 5-6=-101 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 39) 15th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-91, 19-22=-182(F=-91), 8-22=-157(F=-91), 8-11=-31, 2-24=-14, 10-24=-33(F=-19), 5-6=-31 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 J1109713A Truss A7 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14161856 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:18 2022 Page 5 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ZBZIgLR9RvRXvwLJHi6q30mZ0L6vJUcTsRCtMFzrT4Z LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 40) 16th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-31, 8-19=-122(F=-91), 8-11=-93, 2-24=-14, 10-24=-33(F=-19), 5-6=-31 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 41) 17th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-27, 6-19=-85, 8-19=-162(F=-77), 8-11=-27, 2-24=-14, 10-24=-33(F=-19), 5-6=-27 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(F) 42) 18th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-27, 4-5=-27, 6-19=-27, 8-19=-104(F=-77), 8-11=-85, 2-24=-14, 10-24=-33(F=-19), 5-6=-85 Concentrated Loads (lb) Vert: 23=-483(F) 24=-1712(F) 43) 19th 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=-20, 6-19=-80, 8-19=-160(F=-80), 8-10=-21, 10-11=-18, 2-24=-14, 10-24=-33(F=-19), 5-6=-21 Horz: 1-2=-10, 2-4=-7, 4-5=-7, 8-10=6, 10-11=9, 5-6=6 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 44) 20th 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=-20, 6-19=-22, 8-19=-102(F=-80), 8-10=-79, 10-11=-76, 2-24=-14, 10-24=-33(F=-19), 5-6=-79 Horz: 1-2=-10, 2-4=-7, 4-5=-7, 8-10=6, 10-11=9, 5-6=6 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 45) 21st 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=-21, 6-19=-73, 8-19=-153(F=-80), 8-10=-20, 10-11=-17, 2-24=-14, 10-24=-33(F=-19), 5-6=-20 Horz: 1-2=-9, 2-4=-6, 4-5=-6, 8-10=7, 10-11=10, 5-6=7 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 46) 22nd 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=-21, 6-19=-15, 8-19=-95(F=-80), 8-10=-78, 10-11=-75, 2-24=-14, 10-24=-33(F=-19), 5-6=-78 Horz: 1-2=-9, 2-4=-6, 4-5=-6, 8-10=7, 10-11=10, 5-6=7 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 47) 23rd 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=-15, 6-19=-80, 8-19=-160(F=-80), 8-10=-22, 10-11=-20, 2-24=-14, 10-24=-33(F=-19), 5-6=-22 Horz: 1-2=-15, 2-4=-12, 4-5=-12, 8-10=5, 10-11=7, 5-6=5 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 48) 24th 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=-15, 6-19=-22, 8-19=-102(F=-80), 8-10=-80, 10-11=-78, 2-24=-14, 10-24=-33(F=-19), 5-6=-80 Horz: 1-2=-15, 2-4=-12, 4-5=-12, 8-10=5, 10-11=7, 5-6=5 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 49) 25th 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=-22, 6-19=-73, 8-19=-153(F=-80), 8-10=-15, 10-11=-13, 2-24=-14, 10-24=-33(F=-19), 5-6=-15 Horz: 1-2=-7, 2-4=-5, 4-5=-5, 8-10=12, 10-11=15, 5-6=12 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 50) 26th 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=-22, 6-19=-15, 8-19=-95(F=-80), 8-10=-73, 10-11=-71, 2-24=-14, 10-24=-33(F=-19), 5-6=-73 Horz: 1-2=-7, 2-4=-5, 4-5=-5, 8-10=12, 10-11=15, 5-6=12 Concentrated Loads (lb) Vert: 23=-500(F) 24=-1774(F) 51) 27th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-108, 8-19=-200(F=-91), 8-11=-31, 2-24=-14, 10-24=-33(F=-19), 5-6=-31 Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(F) 52) 28th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-31, 4-5=-31, 6-19=-31, 8-19=-122(F=-91), 8-11=-108, 2-24=-14, 10-24=-33(F=-19), 5-6=-108 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 J1109713A Truss A7 Truss Type CAL HIP Qty 1 Ply 2 MFour Contractors, LLC Job Reference (optional) I14161856 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:18 2022 Page 6 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ZBZIgLR9RvRXvwLJHi6q30mZ0L6vJUcTsRCtMFzrT4Z LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 23=-572(F) 24=-2029(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 J1109713A Truss B1 Truss Type Common Qty 4 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161857 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:19 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-1O7gtgSoCCZOX4wVrQd3bEJrplaM21Oc55yQuhzrT4Y Scale = 1:35.3 1 2 3 4 5 6 7 9 8 10 11 12 13 14 15 4x5 4x4 4x4 3x4 1.5x4 3x4 1.5x4 6-11-4 6-11-4 13-0-12 6-1-9 20-0-0 6-11-4 -1-0-0 1-0-0 5-3-14 5-3-14 10-0-0 4-8-2 14-8-2 4-8-2 20-0-0 5-3-14 21-0-0 1-0-0 0-4-14-6-10-4-15.00 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-SH 0.39 0.43 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.13 0.04 (loc) 8 6-8 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 69 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 4-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=45(LC 16) Max Uplift 2=-30(LC 12), 6=-30(LC 13) Max Grav 2=918(LC 19), 6=918(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1679/119, 3-4=-1415/117, 4-5=-1415/117, 5-6=-1679/119 BOT CHORD 2-9=-59/1483, 8-9=-8/909, 6-8=-59/1483 WEBS 4-8=-17/556, 5-8=-445/85, 4-9=-16/556, 3-9=-445/84 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 18-0-0, Exterior(2E) 18-0-0 to 21-0-0 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, 6. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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 J1109713A Truss B1S Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161858 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:20 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-Vah250TQzWhF9DViO79I8Rr?Z8wbnUemJkhzR8zrT4X Scale = 1:35.3 1 2 3 4 5 6 7 9 8 10 11 12 13 14 15 4x5 4x4 4x4 3x4 1.5x4 3x4 1.5x4 6-11-4 6-11-4 13-0-12 6-1-9 20-0-0 6-11-4 -1-0-0 1-0-0 5-3-14 5-3-14 10-0-0 4-8-2 14-8-2 4-8-2 20-0-0 5-3-14 21-0-0 1-0-0 0-4-14-6-10-4-15.00 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-SH 0.39 0.43 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.13 0.04 (loc) 8 6-8 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 69 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 4-1-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=45(LC 16) Max Uplift 2=-30(LC 12), 6=-30(LC 13) Max Grav 2=918(LC 19), 6=918(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1679/119, 3-4=-1415/117, 4-5=-1415/117, 5-6=-1679/119 BOT CHORD 2-9=-59/1483, 8-9=-8/909, 6-8=-59/1483 WEBS 4-8=-17/556, 5-8=-445/85, 4-9=-16/556, 3-9=-445/84 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 18-0-0, Exterior(2E) 18-0-0 to 21-0-0 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, 6. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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 J1109713A Truss B2 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161859 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:21 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-_mFRIMU2kpp6mN4uyrgXgfO9uYH7WzwvYORXzazrT4W Scale = 1:35.3 1 2 3 4 6 8 10 12 13 14 15 16 17 5 7 9 11 21 22 20 19 18 23 24 25 26 27 28 4x4 3x4 3x4 5x6 5x8 3x4 2x4 2x4 2x4 2x4 6-0-0 6-0-0 20-0-0 14-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 10-0-0 4-0-0 20-0-0 10-0-0 21-0-0 1-0-0 0-4-14-6-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-3-1,0-1-8], [3:0-1-12,0-2-8], [21:0-3-0,0-3-0] 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 0.48 0.35 0.08 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.07 0.02 (loc) 2-22 2-22 16 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 88 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 3-21: 2x6 DF SS BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 9 REACTIONS.All bearings 8-5-8 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=45(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 21, 18 except 20=-179(LC 19) Max Grav All reactions 250 lb or less at joint(s) 16, 19, 18 except 2=672(LC 19), 21=719(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1042/57, 3-5=-803/54, 5-7=-835/59, 7-9=-880/67, 9-11=-893/64, 11-21=-875/66 BOT CHORD 2-22=-25/887, 21-22=-27/883 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 18-0-0, Exterior(2E) 18-0-0 to 21-0-0 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 studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 21, 18 except (jt=lb) 20=179. 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) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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 J1109713A Truss B3 Truss Type Common Qty 3 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161860 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:22 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-SyppWiVgV7xzOXf4WYBmDsxLlybDFOu2n2A4V0zrT4V Scale = 1:33.8 1 2 3 4 5 6 8 7 9 10 11 12 13 14 4x5 3x6 3x6 3x4 1.5x4 3x4 1.5x4 6-11-4 6-11-4 13-0-12 6-1-9 20-0-0 6-11-4 -1-0-0 1-0-0 5-3-14 5-3-14 10-0-0 4-8-2 14-8-2 4-8-2 20-0-0 5-3-14 0-4-14-6-10-4-15.00 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-SH 0.41 0.48 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.15 0.04 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 68 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 3-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=49(LC 16) Max Uplift 6=-18(LC 13), 2=-30(LC 12) Max Grav 6=841(LC 20), 2=925(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1694/124, 3-4=-1430/122, 4-5=-1468/129, 5-6=-1730/134 BOT CHORD 2-8=-77/1497, 7-8=-26/930, 6-7=-88/1552 WEBS 4-7=-20/598, 5-7=-479/87, 4-8=-17/554, 3-8=-445/84 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 16-11-4, Exterior(2E) 16-11-4 to 19-11-4 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) 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) 6, 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 27,2022 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 J1109713A Truss B3S Truss Type Common Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161861 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:24 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-OLwZxOWw1kBhdrpTdzDEIH0hFmGhjINLEMfBavzrT4T Scale = 1:33.8 1 2 3 4 5 6 8 7 9 10 11 12 13 14 4x5 3x6 3x6 3x4 1.5x4 3x4 1.5x4 6-11-4 6-11-4 13-0-12 6-1-9 20-0-0 6-11-4 -1-0-0 1-0-0 5-3-14 5-3-14 10-0-0 4-8-2 14-8-2 4-8-2 20-0-0 5-3-14 0-4-14-6-10-4-15.00 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-SH 0.41 0.48 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.15 0.04 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 68 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 3-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=Mechanical, 2=0-5-8 Max Horz 2=49(LC 16) Max Uplift 6=-18(LC 13), 2=-30(LC 12) Max Grav 6=841(LC 20), 2=925(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1694/124, 3-4=-1430/122, 4-5=-1468/129, 5-6=-1730/134 BOT CHORD 2-8=-77/1497, 7-8=-26/930, 6-7=-88/1552 WEBS 4-7=-20/598, 5-7=-479/87, 4-8=-17/554, 3-8=-445/84 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 16-11-4, Exterior(2E) 16-11-4 to 19-11-4 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) 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) 6, 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 27,2022 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 J1109713A Truss C1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161862 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:25 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-sXUx8kXYo2JYF?OfBgkTrVZwa9jVSn7VT0Pk6LzrT4S Scale = 1:22.4 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 4x4 3x4 3x4 12-0-0 12-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 12-0-0 6-0-0 13-0-0 1-0-0 0-4-12-10-10-4-15.00 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 0.18 0.06 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.00 (loc) 9 8 8 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 41 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 12-0-0. (lb) - Max Horz 2=29(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 11 except 14=371(LC 19), 10=371(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-14=-321/97, 7-10=-321/97 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 3-0-0, Corner(3R) 3-0-0 to 9-0-0, Exterior(2N) 9-0-0 to 10-0-0, Corner(3E) 10-0-0 to 13-0-0 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, 8, 13, 14, 11, 10. 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 27,2022 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 J1109713A Truss D1 Truss Type Monopitch Qty 5 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161863 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:27 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-owciZQYpKfZFVIX2J5nxwweERzOBwheowKurAEzrT4Q Scale = 1:12.6 1 2 3 4 3x4 3x4 3x4 3-11-0 3-11-0 -1-0-0 1-0-0 3-11-0 3-11-0 0-4-11-11-105.00 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 0.29 0.11 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 2-4 2-4 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-0 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=43(LC 9) Max Uplift 4=-10(LC 12), 2=-18(LC 12) Max Grav 4=189(LC 19), 2=340(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=9ft; 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 27,2022 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 J1109713A Truss D2 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161864 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:28 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-G6A4mlZR4zh66S6EspIAS7BSINkQf8ux9_dOjgzrT4P Scale = 1:12.6 1 2 3 43x10 3x4 3x4 4x4 3-11-0 3-11-0 -1-0-0 1-0-0 3-11-0 3-11-0 0-4-11-11-105.00 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 0.09 0.11 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 2-4 2-4 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 18 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 3-2-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=Mechanical Max Horz 2=43(LC 11) Max Uplift 2=-18(LC 12), 4=-10(LC 12) Max Grav 2=340(LC 19), 4=189(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=9ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) 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, 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 27,2022 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 J1109713A Truss E1 Truss Type Jack-Open Girder Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161865 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:29 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-lJkS_5a3rHpzkchQQWpP?LjYsnzaONR4OeNyF6zrT4O Scale = 1:26.8 1 2 3 4 6 5 7 8 9 10 11 12 3x10 1.5x4 3x8 4x6 3x6 MUS26 MUS26 MUS26 MUS26 4-2-2 4-2-2 8-0-0 3-9-14 4-2-2 4-2-2 8-0-0 3-9-14 9-9-7 1-9-7 0-4-14-5-03-8-15.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12], [5:0-2-8,0-1-8], [6:0-4-12,0-1-8] 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 0.42 0.57 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.08 0.01 (loc) 1-6 1-6 5 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 39 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 3-2-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 5=Mechanical Max Horz 1=78(LC 10) Max Uplift 1=-89(LC 10), 5=-124(LC 10) Max Grav 1=1883(LC 17), 5=2211(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2637/107 BOT CHORD 1-6=-152/2392, 5-6=-152/2392 WEBS 3-5=-415/53, 2-6=-63/1817, 2-5=-2633/168 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 5=124. 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) Use MiTek MUS26 (With 6-10d nails into Girder & 6-10d 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. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) 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 Continued on page 2 January 27,2022 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 J1109713A Truss E1 Truss Type Jack-Open Girder Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161865 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:29 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-lJkS_5a3rHpzkchQQWpP?LjYsnzaONR4OeNyF6zrT4O LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-66, 1-5=-14 Concentrated Loads (lb) Vert: 9=-786(F) 10=-786(F) 11=-786(F) 12=-786(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 J1109713A Truss HRA Truss Type CORNER RAFTER Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161866 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:30 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-DVIqBRbhcayqMmGd_EKeYYGi9AQf72OEcI6VnYzrT4N Scale = 1:36.9 1 2 3 4 8 9 10 5 6 7 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 21-1-1 1-2-2 0-4-16-6-100-4-45-10-33.54 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 7 l/defl >379 >287 n/a L/d 360 240 n/a PLATES MT20 Weight: 48 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=128(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 3, 5, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 6 except 2=482(LC 1), 3=468(LC 16), 5=259(LC 16), 7=290(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=9ft; 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. 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7. 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 27,2022 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 J1109713A Truss HRA1 Truss Type Corner Rafter Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161867 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:30 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-DVIqBRbhcayqMmGd_EKeYYGmkAQf72OEcI6VnYzrT4N Scale = 1:14.34 1 2 3 2-10-4 2-10-4 5-8-3 2-9-15 5-9-4 0-1-1 6-11-6 1-2-2 0-0-6 0-0-6 6-11-6 6-11-0 0-7-72-7-140-0-20-4-41-11-73.54 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 0.22 0.00 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.02 -0.00 (loc) 1-2 1-2 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES Weight: 9 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. (size)1=0-1-6, 2=0-2-2, 3=0-2-2 Max Horz 1=45(LC 6) Max Uplift 1=-8(LC 6), 2=-39(LC 6), 3=-39(LC 6) Max Grav 1=133(LC 16), 2=241(LC 16), 3=282(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=9ft; 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) 1, 2, 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 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 27,2022 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 J1109713A Truss J22 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161868 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:31 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-hhrCPnbJNu4hzwrpYxrt4mpzNamRsVdNrys3J?zrT4M 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=9ft; 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 27,2022 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 J1109713A Truss J24 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161869 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:31 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-hhrCPnbJNu4hzwrpYxrt4mpveamRsVdNrys3J?zrT4M 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=9ft; 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 27,2022 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 J1109713A Truss J26 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161870 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:32 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-9uPbc7cx8CCYb3Q?5fM6dzLxw_6gbytX4cbcsRzrT4L 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=9ft; 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 27,2022 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 J1109713A Truss J802 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161871 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:33 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-d4zzpTdavVKPDD?CfMuL9BuJtONtKP7gJGL9OtzrT4K 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=9ft; 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 27,2022 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 J1109713A Truss J804 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161872 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:33 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-d4zzpTdavVKPDD?CfMuL9BuG3ON9KP7gJGL9OtzrT4K 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=9ft; 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 27,2022 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 J1109713A Truss J806 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161873 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:34 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-5GXL1peCgpSGqNaOD3PaiORIkojO3sNqXw4jwKzrT4J 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=9ft; 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 27,2022 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 J1109713A Truss J808 Truss Type Jack-Open Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161874 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:35 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ZT5jE9fqR7a7SX9annwpFczS0B3doJdzmaqGSmzrT4I Scale = 1:20.6 1 2 3 6 7 8 4 5 3x4 3x4 3x4 3x4 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)-- [2:0-2-9,0-1-8] 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 0.89 0.33 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.16 0.01 (loc) 2 2-5 4 l/defl **** >579 n/a L/d 360 240 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 SLIDER Left 2x4 HF Stud 3-11-3 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)4=Mechanical, 2=0-5-8, 5=Mechanical Max Horz 2=77(LC 11) Max Uplift 4=-52(LC 11), 2=-15(LC 11) Max Grav 4=372(LC 18), 2=478(LC 18), 5=54(LC 1) 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=9ft; 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) 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 27,2022 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 J1109713A Truss MV1 Truss Type GABLE Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161875 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:35 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-ZT5jE9fqR7a7SX9annwpFczbaB8voJ2zmaqGSmzrT4I Scale = 1:25.1 1 2 3 6 5 7 4 3x4 3x4 3x4 1.5x4 1.5x4 9-9-7 9-9-7 6-0-0 6-0-0 9-9-7 3-9-7 0-0-44-0-150-4-73-8-84-0-155.00 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 0.06 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.01 -0.00 (loc) 1-6 1-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 22 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 6-0-0 except (jt=length) 4=Mechanical. (lb) - Max Horz 1=76(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 4, 5, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 4, 6 except 5=372(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-367/63 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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 9-8-11 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 capable of withstanding 100 lb uplift at joint(s) 4, 5, 6. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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 J1109713A Truss MV2 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161876 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:36 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-1ff5SVfSCQi_4hjnKUR2npWg4bSoXmt6?EZq?CzrT4H Scale = 1:23.4 1 2 4 5 6 3 3x4 3x4 3x4 9-9-7 5-9-7 4-0-0 4-0-0 9-9-7 5-9-7 0-0-44-0-150-4-73-8-84-0-155.00 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 0.68 0.08 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 -0.00 (loc) 1-4 1-4 3 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 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=3-11-6, 3=Mechanical, 4=3-11-6 Max Horz 1=68(LC 9) Max Uplift 3=-23(LC 8), 4=-71(LC 12) Max Grav 1=61(LC 5), 3=243(LC 19), 4=573(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-551/196 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-9-1 to 3-10-4, Interior(1) 3-10-4 to 5-5-12, Exterior(2R) 5-5-12 to 9-8-11 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 capable of withstanding 100 lb uplift at joint(s) 3, 4. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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 J1109713A Truss MV3 Truss Type Valley Qty 1 Ply 1 MFour Contractors, LLC Job Reference (optional) I14161877 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 13:58:37 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:kkIf1VqdXXynWDfng3qeJ7zrnG5-WrDUfqg4zkqrhrIzuCyHK12qA?pAGD6GDuJNXezrT4G Scale = 1:19.7 1 2 4 5 3 3x4 4x6 7-10-15 5-10-15 2-0-0 2-0-0 7-10-15 5-10-15 0-0-43-3-90-4-72-11-23-3-95.00 12 Plate Offsets (X,Y)-- [2:Edge,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-P 0.72 0.01 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 1 1 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=1-11-6, 3=Mechanical, 4=1-11-6 Max Horz 1=57(LC 12) Max Uplift 1=-304(LC 19), 3=-29(LC 12), 4=-117(LC 12) Max Grav 1=75(LC 12), 3=238(LC 19), 4=758(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-750/280 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=9ft; 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) 3 except (jt=lb) 1=304, 4=117. 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 27,2022 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