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I14159530.J1109414-NLOTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1109414 The Truss Company (Sumner). August 20, 2022.My license renewal date for the state of Washington is Pages or sheets covered by this seal: C & E Developments, LLC Terry Powell January 26,2022 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 I14159557I14159530 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 J1109414 Truss A01 Truss Type MONO TRUSS Qty 3 Ply 1 C & E Developments, LLC Job Reference (optional) I14159530 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:31 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-5CwlYtNtJrYPj0UG8U_hQ3FuURGOtzar8_6qnPzrZNU Scale = 1:11.3 1 2 3 5 9 4 3x4 3x4 3x4 -1-6-0 1-6-0 1-10-0 1-10-0 1-11-8 0-1-8 2-11-8 1-0-0 0-4-11-6-130-4-71-2-71-6-135.00 12 Plate Offsets (X,Y)-- [2:0-0-14,0-0-0], [5:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.22 0.03 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 8 8 5 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 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 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, 5=0-1-8 Max Horz 2=33(LC 9) Max Uplift 2=-28(LC 8), 4=-9(LC 12), 5=-13(LC 18) Max Grav 2=308(LC 19), 4=47(LC 19), 5=105(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-10-12 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 2, 9 lb uplift at joint 4 and 13 lb uplift at joint 5. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss A02 Truss Type MONO TRUSS Qty 2 Ply 1 C & E Developments, LLC Job Reference (optional) I14159531 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:32 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-aOT7lCNW49gGL93SiBVwzHo3OrcZcQq_NesNJrzrZNT Scale = 1:9.1 1 2 3 4 3x4 3x4 3x4 1-11-8 1-11-8 -1-6-0 1-6-0 1-10-0 1-10-0 1-11-8 0-1-8 0-4-11-1-130-10-50-3-81-1-135.00 12 Plate Offsets (X,Y)-- [2:0-0-14,0-0-0], [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.21 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=26(LC 11) Max Uplift 2=-30(LC 8), 4=-14(LC 18) Max Grav 2=299(LC 19), 4=40(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 2 and 14 lb uplift at joint 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss A03 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159532 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:32 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-aOT7lCNW49gGL93SiBVwzHo3FrcRcQq_NesNJrzrZNT Scale = 1:11.2 1 2 3 4 3x4 3x4 3x4 2-11-8 2-11-8 -1-6-0 1-6-0 2-10-0 2-10-0 2-11-8 0-1-8 0-4-11-6-131-3-50-3-81-6-135.00 12 Plate Offsets (X,Y)-- [2:0-0-14,0-0-0], [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.22 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=1-3-8, 4=0-1-8 Max Horz 2=36(LC 11) Max Uplift 2=-25(LC 8), 4=-4(LC 12) Max Grav 2=346(LC 19), 4=119(LC 19) 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) Gable studs spaced at 2-0-0 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 2 and 4 lb uplift at joint 4. 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 26,2022 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 J1109414 Truss A04 Truss Type MONO TRUSS Qty 4 Ply 1 C & E Developments, LLC Job Reference (optional) I14159533 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:33 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-2a1VzYO8rSo7yJeeGu09VUKE?FygLt38cIbxsHzrZNS Scale = 1:11.2 1 2 3 4 3x4 3x4 3x4 2-11-8 2-11-8 -1-6-0 1-6-0 2-10-0 2-10-0 2-11-8 0-1-8 0-4-11-6-131-3-50-3-81-6-135.00 12 Plate Offsets (X,Y)-- [2:0-0-14,0-0-0], [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.22 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 7 4-7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=0-1-8 Max Horz 2=36(LC 11) Max Uplift 2=-25(LC 8), 4=-4(LC 12) Max Grav 2=346(LC 19), 4=119(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 2 and 4 lb uplift at joint 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss A05 Truss Type MONO TRUSS Qty 5 Ply 1 C & E Developments, LLC Job Reference (optional) I14159534 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:34 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-WmbtAuPmcmw_aTDrpcXO2itPXfIw4KJHqyLUOkzrZNR Scale = 1:18.7 1 2 3 5 9 4 3x4 3x4 3x4 -1-6-0 1-6-0 2-10-0 2-10-0 2-11-8 0-1-8 6-5-8 3-6-0 0-4-13-0-50-4-72-7-153-0-55.00 12 Plate Offsets (X,Y)-- [2:0-0-10,Edge], [5:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.23 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 8 5-8 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 4=Mechanical, 5=0-1-8 Max Horz 2=59(LC 12) Max Uplift 2=-12(LC 8), 4=-25(LC 12), 5=-47(LC 12) Max Grav 2=243(LC 19), 4=147(LC 19), 5=393(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-381/85 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-4-12 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 2, 25 lb uplift at joint 4 and 47 lb uplift at joint 5. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss A06 Truss Type MONO TRUSS Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159535 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:34 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-WmbtAuPmcmw_aTDrpcXO2itPIfIv4KJHqyLUOkzrZNR Scale = 1:18.2 1 2 4 8 3 3x4 3x4 3x4 2-10-0 2-10-0 2-11-8 0-1-8 6-5-8 3-6-0 0-4-13-0-50-4-72-7-153-0-55.00 12 Plate Offsets (X,Y)-- [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.25 0.04 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 7 4-7 3 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 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-3-8, 3=Mechanical, 4=0-1-8 Max Horz 1=51(LC 9) Max Uplift 3=-25(LC 12), 4=-53(LC 12) Max Grav 1=115(LC 19), 3=144(LC 19), 4=424(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-400/129 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 2-9-12, Interior(1) 2-9-12 to 3-4-12, Exterior(2E) 3-4-12 to 6-4-12 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 3 and 53 lb uplift at joint 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss B01 Truss Type COMMON STRUCTURAL GA Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159536 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:35 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-_z9GOEQON42rCdo1NJ2dbvPbP3aBpmRR3c42wAzrZNQ Scale = 1:22.3 1 2 3 4 5 6 11 12 13 14 15 16 4x8 4x4 4x4 4x4 4x4 4x8 4x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 5-2-12 5-2-12 10-5-8 5-2-12 -1-6-0 1-6-0 5-2-12 5-2-12 10-5-8 5-2-12 11-11-8 1-6-0 0-4-12-6-30-4-15.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-14], [3:0-4-0,0-1-4], [4:0-3-4,0-1-14] 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 0.16 0.23 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.04 0.01 (loc) 2-6 2-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 49 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-5-8 Max Horz 2=26(LC 16) Max Uplift 2=-28(LC 12), 4=-28(LC 13) Max Grav 2=647(LC 19), 4=647(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-606/88, 3-4=-607/88 BOT CHORD 2-6=-12/465, 4-6=-12/465 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-2-10, Exterior(2R) 2-2-10 to 8-2-10, Interior(1) 8-2-10 to 8-11-8, Exterior(2E) 8-11-8 to 11-11-8 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 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 2 and 28 lb uplift at joint 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss B02 Truss Type Common Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159537 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:36 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-S9jebaR08NAipnNDx1Zs77ygGSqoYDgaIGqbSczrZNP Scale = 1:19.4 1 2 3 4 5 12 13 14 15 3x6 3x6 1.5x4 4x4 5-2-12 5-2-12 10-5-8 5-2-12 5-2-12 5-2-12 10-5-8 5-2-12 11-11-8 1-6-0 0-4-12-6-30-4-15.00 12 Plate Offsets (X,Y)-- [1:0-2-0,0-1-8], [3:0-2-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.53 0.59 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.10 0.01 (loc) 5-8 5-8 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 3=0-5-8 Max Horz 1=-34(LC 13) Max Uplift 1=-9(LC 12), 3=-26(LC 13) Max Grav 1=506(LC 19), 3=647(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-674/128, 2-3=-660/130 BOT CHORD 1-5=-43/535, 3-5=-43/535 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 8-2-12, Interior(1) 8-2-12 to 8-11-8, Exterior(2E) 8-11-8 to 11-11-8 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 9 lb uplift at joint 1 and 26 lb uplift at joint 3. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss B03 Truss Type Common Qty 2 Ply 1 C & E Developments, LLC Job Reference (optional) I14159538 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:37 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-wLH0pwRevhIZRxyPVk55gKVsZsCWHgzkXwZ8?3zrZNO Scale = 1:19.3 1 2 3 4 5 12 13 14 15 4x4 4x4 1.5x4 4x4 5-0-12 5-0-12 10-3-8 5-2-12 5-0-12 5-0-12 10-3-8 5-2-12 11-9-8 1-6-0 0-4-142-6-30-4-15.00 12 Plate Offsets (X,Y)-- [1:0-0-15,0-2-0], [3:0-3-2,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-MP 0.50 0.50 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.08 0.01 (loc) 5-11 5-11 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-3-8, 3=0-5-8 Max Horz 1=-34(LC 13) Max Uplift 1=-9(LC 12), 3=-26(LC 13) Max Grav 1=495(LC 19), 3=642(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-650/126, 2-3=-643/126 BOT CHORD 1-5=-39/510, 3-5=-39/510 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Exterior(2R) 3-0-0 to 8-0-12, Interior(1) 8-0-12 to 8-9-8, Exterior(2E) 8-9-8 to 11-9-8 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 9 lb uplift at joint 1 and 26 lb uplift at joint 3. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss B04 Truss Type Roof Special Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159539 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:37 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-wLH0pwRevhIZRxyPVk55gKVnQsChHerkXwZ8?3zrZNO Scale = 1:20.2 1 2 3 4 6 5 10 11 12 13 3x4 4x4 4x4 3x4 3x4 5-0-12 5-0-12 10-3-8 5-2-12 4-6-1 4-6-1 5-0-12 0-6-11 10-3-8 5-2-12 11-9-8 1-6-0 2-5-102-9-00-4-12-5-105.00 12 Plate Offsets (X,Y)-- [3:0-3-2,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-MP 0.83 0.49 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.09 0.00 (loc) 5-9 5-9 3 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 37 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 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-4 max.): 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)6=0-3-8, 3=0-5-8 Max Horz 6=-60(LC 10) Max Uplift 6=-19(LC 8), 3=-26(LC 13) Max Grav 6=513(LC 29), 3=703(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-487/100, 1-2=-503/120, 2-3=-650/104 BOT CHORD 3-5=-19/503 WEBS 1-5=-105/550 NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 3-1-12, Exterior(2R) 3-1-12 to 8-0-12, Interior(1) 8-0-12 to 8-9-8, Exterior(2E) 8-9-8 to 11-9-8 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 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint 6 and 26 lb uplift at joint 3. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss B05 Truss Type Roof Special Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159540 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:38 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-OYrO0GSGg?QQ34Xc2ScKCY1xfGSV052tlaJiXVzrZNN Scale = 1:22.3 1 2 3 4 6 5 10 11 12 4x4 4x5 3x4 3x4 3x4 2-8-12 2-8-12 9-11-8 7-2-12 2-2-1 2-2-1 2-8-12 0-6-11 9-11-8 7-2-12 11-5-8 1-6-0 3-0-23-3-103-7-00-3-80-4-13-3-105.00 12 Plate Offsets (X,Y)-- [3:0-3-6,Edge] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.86 0.83 0.21 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.18 -0.25 -0.00 (loc) 5-9 5-9 3 l/defl >656 >466 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 *Except* 2-4: 2x4 DF No.1&Btr 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 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)3=0-5-8, 6=0-1-8 Max Horz 3=-80(LC 10) Max Uplift 3=-30(LC 13), 6=-13(LC 8) Max Grav 3=749(LC 30), 6=414(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-467/90, 1-2=-363/84, 2-3=-541/54 BOT CHORD 3-5=-19/362 WEBS 1-5=-78/556 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-1-12 to 2-8-12, Exterior(2R) 2-8-12 to 5-8-12, Interior(1) 5-8-12 to 8-5-8, Exterior(2E) 8-5-8 to 11-5-8 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 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3 and 13 lb uplift at joint 6. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) 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 26,2022 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 J1109414 Truss C01 Truss Type Common Supported Gable Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159541 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:39 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-skOmDcTvRIYGhE5oc97ZllaHcg?_lbm0_E2F3xzrZNM Scale = 1:27.3 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 4x4 3x4 3x4 14-0-0 14-0-0 -1-6-0 1-6-0 7-0-0 7-0-0 14-0-0 7-0-0 15-6-0 1-6-0 0-4-13-3-10-4-15.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.14 0.05 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 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: 48 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 6-0-0 oc bracing. REACTIONS.All bearings 14-0-0. (lb) - Max Horz 2=-35(LC 13) 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) 12, 13, 11 except 2=251(LC 19), 8=251(LC 20), 14=294(LC 19), 10=294(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-14=-250/62, 7-10=-250/62 NOTES-(14) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -1-6-0 to 1-6-0, Exterior(2N) 1-6-0 to 4-0-0, Corner(3R) 4-0-0 to 10-0-0, Exterior(2N) 10-0-0 to 12-6-0, Corner(3E) 12-6-0 to 15-6-0 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 2-0-0 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 8. 13) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss D01 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159542 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:40 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-Lwy9RxUXCcg7IOg_AteoIz7MG4FKU1QADtopbNzrZNL Scale = 1:37.5 1 2 3 4 5 6 8 10 12 13 14 16 7 9 11 18 17 15 26 27 28 4x4 3x4 4x4 5x6 2x4 2x4 2x4 5x8 6-2-0 6-2-0 13-0-0 6-10-0 20-0-0 7-0-0 -1-6-0 1-6-0 10-0-0 10-0-0 13-0-0 3-0-0 20-0-0 7-0-0 21-6-0 1-6-0 0-4-13-4-24-6-10-4-15.00 12 Plate Offsets (X,Y)-- [12:0-1-8,0-2-12] 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-MSH 0.53 0.43 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.13 0.02 (loc) 15-25 15-25 13 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 12-16: 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 5-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 9, 7 REACTIONS.All bearings 6-5-8 except (jt=length) 13=0-5-8, 16=0-3-8. (lb) - Max Horz 2=47(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 17, 18 Max Grav All reactions 250 lb or less at joint(s) 2, 17, 18, 2 except 13=660(LC 1), 16=695(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-896/62, 7-16=-836/73, 7-9=-799/67, 9-11=-756/64, 11-12=-731/56 BOT CHORD 15-16=0/759, 13-15=0/764 WEBS 12-15=0/256 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0 to 12-10-11, Interior(1) 12-10-11 to 18-6-0, Exterior(2E) 18-6-0 to 21-6-0 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 2-0-0 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, 13, 17, 18, 2. 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 26,2022 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 J1109414 Truss D02 Truss Type COMMON Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159543 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:41 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-p7WXeHU9ywo_wYFBka91qAfaNTZ3DSKJSXXM8qzrZNK Scale = 1:36.9 1 2 3 4 5 6 7 9 8 16 17 18 19 20 21 4x4 4x4 4x5 3x4 1.5x4 3x4 1.5x4 6-11-4 6-11-4 13-0-12 6-1-9 20-0-0 6-11-4 -1-6-0 1-6-0 5-8-9 5-8-9 10-0-0 4-3-7 14-3-7 4-3-7 20-0-0 5-8-9 21-6-0 1-6-0 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-MSH 0.38 0.46 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.14 0.04 (loc) 8-15 8-15 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 70 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 4-1-6 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=-47(LC 17) Max Uplift 2=-34(LC 12), 6=-34(LC 13) Max Grav 2=952(LC 19), 6=952(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1692/112, 3-4=-1494/121, 4-5=-1494/121, 5-6=-1692/112 BOT CHORD 2-9=-41/1511, 8-9=0/943, 6-8=-41/1511 WEBS 3-9=-466/80, 4-9=-24/634, 4-8=-24/634, 5-8=-466/80 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0 to 13-0-0, Interior(1) 13-0-0 to 18-6-0, Exterior(2E) 18-6-0 to 21-6-0 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 26,2022 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 J1109414 Truss E01 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159544 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:42 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-HJ4vsdVnjDwrYiqNHHgGNOCmRttvywRTgBHvgGzrZNJ Scale = 1:52.9 1 2 3 4 5 8 10 12 14 15 16 17 18 19 6 7 9 11 13 24 27 26 25 23 22 21 20 34 35 36 37 38 4x4 4x4 3x6 3x4 5x8 3x4 2x4 4x5 2x4 2x4 2x4 2x4 3x4 6-11-4 6-11-4 13-0-12 6-1-8 19-10-0 6-9-4 30-0-0 10-2-0 -1-6-0 1-6-0 5-8-9 5-8-9 10-0-0 4-3-7 14-3-7 4-3-7 15-0-0 0-8-9 30-0-0 15-0-0 31-6-0 1-6-0 0-4-16-7-10-4-15.00 12 Plate Offsets (X,Y)-- [4:0-3-14,Edge], [24:0-2-8,0-2-8] 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-MSH 0.30 0.61 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.14 0.05 (loc) 27-30 27-30 24 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 144 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 *Except* 4-24: 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 4-0-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 11 REACTIONS.All bearings 10-5-8 except (jt=length) 2=0-5-8. (lb) - Max Horz 2=-67(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 21, 20, 18 except 23=-318(LC 1) Max Grav All reactions 250 lb or less at joint(s) 22, 21, 20, 18 except 2=965(LC 19), 24=1251(LC 1), 24=1251(LC 1), 18=272(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1721/61, 3-4=-1561/70, 4-6=-1401/52, 6-7=-1487/66, 7-9=-1518/69, 9-11=-1569/66, 11-13=-1584/70, 13-24=-1613/75 BOT CHORD 2-27=-73/1537, 26-27=-24/1089, 24-26=-12/1448 WEBS 3-27=-320/77, 4-27=-21/488, 4-26=0/403, 7-26=-288/31 NOTES-(13) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 12-0-0, Exterior(2R) 12-0-0 to 18-0-0, Interior(1) 18-0-0 to 28-6-0, Exterior(2E) 28-6-0 to 31-6-0 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 2-0-0 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, 22, 21, 20, 18, 18 except (jt=lb) 23=318. 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 26,2022 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 J1109414 Truss E02 Truss Type COMMON Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159545 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:43 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-lVeH3zWPUX3i9sPZr?BVvblrNHCmhKhcvr0TCizrZNI Scale = 1:52.9 1 2 3 4 5 6 7 11 10 9 8 18 19 20 21 22 23 3x6 3x6 4x5 1.5x4 3x4 3x8 1.5x4 3x4 3x6 7-9-14 7-9-14 15-0-0 7-2-2 22-2-2 7-2-2 30-0-0 7-9-14 -1-6-0 1-6-0 7-9-14 7-9-14 15-0-0 7-2-2 22-2-2 7-2-2 30-0-0 7-9-14 31-6-0 1-6-0 0-4-16-7-10-4-15.00 12 Plate Offsets (X,Y)-- [4:0-2-8,0-2-8] 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-MSH 0.67 0.70 0.31 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.28 0.11 (loc) 8-17 8-17 6 l/defl >999 >999 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 HF No.2 WEBS 2x4 HF Stud *Except* 3-10,5-10: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10, 5-10 REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=-67(LC 13) Max Uplift 2=-42(LC 12), 6=-42(LC 13) Max Grav 2=1299(LC 1), 6=1299(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2477/62, 3-4=-1674/89, 4-5=-1674/89, 5-6=-2477/62 BOT CHORD 2-11=-54/2239, 10-11=-54/2239, 8-10=0/2239, 6-8=0/2239 WEBS 3-11=0/266, 4-10=0/792, 5-8=0/266, 3-10=-982/101, 5-10=-982/101 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 12-0-0, Exterior(2R) 12-0-0 to 18-0-0, Interior(1) 18-0-0 to 28-6-0, Exterior(2E) 28-6-0 to 31-6-0 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 26,2022 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 J1109414 Truss E03 Truss Type COMMON GIRDER Qty 1 Ply 2 C & E Developments, LLC Job Reference (optional) I14159546 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:52 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-_Ehhy2d3NIBQkEbItOscnVdK9vDCIH7xzliR1hzrZN9 Scale = 1:51.8 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 6x16 MT18HS 6x10 6x16 MT18HS7x10 MT18HS12x12 5x6 5x12 4x5 3x10 5x6 5x12 4x5 3x10 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 MUS26 5-7-5 5-7-5 10-4-13 4-9-8 15-0-0 4-7-3 19-7-3 4-7-3 24-4-11 4-9-8 30-0-0 5-7-5 5-7-5 5-7-5 10-4-13 4-9-8 15-0-0 4-7-3 19-7-3 4-7-3 24-4-11 4-9-8 30-0-0 5-7-5 0-4-16-7-10-4-15.00 12 Plate Offsets (X,Y)-- [1:1-1-6,Edge], [2:0-1-12,0-1-8], [3:0-1-8,0-2-0], [5:0-1-8,0-2-0], [6:0-1-12,0-1-8], [7:0-0-2,Edge], [8:0-6-0,0-1-8], [9:0-6-4,0-2-8], [11:0-6-0,0-6-4], [12:0-6-4 ,0-2-8], [13:0-6-0,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-SH 0.86 0.93 0.81 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.41 -0.65 0.19 (loc) 9-11 9-11 7 l/defl >872 >549 n/a L/d 360 240 n/a PLATES MT20 MT18HS Weight: 415 lb FT = 20% GRIP 185/148 220/195 LUMBER- TOP CHORD 2x6 DF SS BOT CHORD 2x8 DF 2250F 1.9E WEBS 2x4 HF Stud *Except* 4-11,5-11,3-11: 2x4 DF No.1&Btr, 5-9,3-12: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=(0-5-8 + bearing block) (req. 0-5-15), 7=(0-5-8 + bearing block) (req. 0-5-15) Max Horz 1=-59(LC 30) Max Uplift 1=-313(LC 10), 7=-316(LC 11) Max Grav 1=11110(LC 1), 7=11189(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-25557/716, 2-3=-20731/585, 3-4=-15838/458, 4-5=-15838/458, 5-6=-20722/585, 6-7=-25569/718 BOT CHORD 1-13=-692/23714, 12-13=-692/23714, 11-12=-521/19134, 9-11=-462/19126, 8-9=-634/23726, 7-8=-634/23726 WEBS 4-11=-305/11726, 5-11=-6223/229, 5-9=-138/5581, 6-9=-5033/188, 6-8=-54/3246, 3-11=-6235/230, 3-12=-138/5591, 2-12=-5010/186, 2-13=-53/3233 NOTES-(15) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 1 row at 0-6-0 oc, member 2-13 2x4 - 1 row at 0-6-0 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) 2x8 DF 2250F 1.9E bearing block 12" long at jt. 1 attached to each face with 4 rows of 10d (0.131"x3") nails spaced 3" o.c. 16 Total fasteners per block. Bearing is assumed to be DF 2250F 1.9E. 4) 2x8 DF 2250F 1.9E bearing block 12" long at jt. 7 attached to each face with 4 rows of 10d (0.131"x3") nails spaced 3" o.c. 16 Total fasteners per block. Bearing is assumed to be DF 2250F 1.9E. 5) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 6) 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 7) Unbalanced snow loads have been considered for this design. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 January 26,2022 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 J1109414 Truss E03 Truss Type COMMON GIRDER Qty 1 Ply 2 C & E Developments, LLC Job Reference (optional) I14159546 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:52 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-_Ehhy2d3NIBQkEbItOscnVdK9vDCIH7xzliR1hzrZN9 NOTES-(15) 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=313, 7=316. 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) 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 2-0-12 from the left end to 28-0-12 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) 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, 4-7=-66, 1-7=-14 Concentrated Loads (lb) Vert: 10=-1424(B) 16=-1424(B) 17=-1424(B) 18=-1424(B) 19=-1424(B) 20=-1424(B) 21=-1424(B) 22=-1424(B) 23=-1424(B) 24=-1424(B) 25=-1424(B) 26=-1424(B) 27=-1424(B) 28=-1424(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109414 Truss F01 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159547 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:54 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-wdoRNkeJvvR8_Ylh_pu4swirqj53mK9ER3BY5ZzrZN7 Scale = 1:61.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 39 3x6 5x6 3x6 3x6 5x6 36-0-0 36-0-0 18-0-0 18-0-0 36-0-0 18-0-0 37-6-0 1-6-0 0-4-17-10-10-4-15.00 12 Plate Offsets (X,Y)-- [29:0-3-0,0-3-0] 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 0.14 0.08 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 21 20 20 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 164 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 10-30: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 36-0-0. (lb) - Max Horz 1=-85(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1, 20, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 Max Grav All reactions 250 lb or less at joint(s) 1, 20, 30, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) 0-0-0 to 3-7-3, Exterior(2N) 3-7-3 to 14-4-13, Corner(3R) 14-4-13 to 21-7-3, Exterior(2N) 21-7-3 to 33-10-13, Corner(3E) 33-10-13 to 37-6-0 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 2-0-0 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) 1, 20, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 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 26,2022 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 J1109414 Truss F02 Truss Type Common Qty 14 Ply 1 C & E Developments, LLC Job Reference (optional) I14159548 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:55 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-OpMpa4fxfDZ?biKtYWPJO7Etp7FRVbyNgjw5d0zrZN6 Scale = 1:60.9 1 2 3 4 5 6 7 8 9 13 12 11 10 20 21 22 23 24 25 3x8 5x6 3x6 3x6 3x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 3x8 9-3-14 9-3-14 18-0-0 8-8-2 26-8-2 8-8-2 36-0-0 9-3-14 6-5-3 6-5-3 12-2-10 5-9-6 18-0-0 5-9-6 23-9-6 5-9-6 29-6-13 5-9-6 36-0-0 6-5-3 37-6-0 1-6-0 0-4-17-10-10-4-15.00 12 Plate Offsets (X,Y)-- [1:0-8-12,0-0-10], [8:0-8-12,0-0-10] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.71 0.84 1.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.46 0.16 (loc) 12 10-12 8 l/defl >999 >945 n/a L/d 360 240 n/a PLATES MT20 Weight: 137 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-12,5-12,3-12: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 8=0-5-8 Max Horz 1=-86(LC 13) Max Uplift 1=-33(LC 12), 8=-48(LC 13) Max Grav 1=1438(LC 1), 8=1541(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3143/99, 2-3=-2825/93, 3-4=-1964/117, 4-5=-1964/117, 5-7=-2810/83, 7-8=-3123/85 BOT CHORD 1-13=-104/2861, 12-13=-34/2296, 10-12=0/2291, 8-10=-20/2840 WEBS 4-12=-3/1098, 5-12=-871/104, 5-10=0/476, 7-10=-419/97, 3-12=-878/105, 3-13=0/490, 2-13=-431/99 NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-7-3, Interior(1) 3-7-3 to 14-4-13, Exterior(2R) 14-4-13 to 21-7-3, Interior(1) 21-7-3 to 33-10-13, Exterior(2E) 33-10-13 to 37-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss F03 Truss Type Common Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159549 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:56 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-t?wCoQgZQWhsDrv36EwYxLn2YWbgE2CXuNgfASzrZN5 Scale = 1:60.9 1 2 3 4 5 6 7 8 9 13 12 11 10 20 21 22 23 24 25 3x8 5x6 3x6 3x6 3x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 3x8 9-3-14 9-3-14 18-0-0 8-8-2 26-8-2 8-8-2 36-0-0 9-3-14 6-5-3 6-5-3 12-2-10 5-9-6 18-0-0 5-9-6 23-9-6 5-9-6 29-6-13 5-9-6 36-0-0 6-5-3 37-6-0 1-6-0 0-4-17-10-10-4-15.00 12 Plate Offsets (X,Y)-- [1:0-8-12,0-0-10], [8:0-8-12,0-0-10] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.71 0.84 1.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.46 0.16 (loc) 12 10-12 8 l/defl >999 >945 n/a L/d 360 240 n/a PLATES MT20 Weight: 137 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-12,5-12,3-12: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 8=0-5-8 Max Horz 1=-86(LC 13) Max Uplift 1=-33(LC 12), 8=-48(LC 13) Max Grav 1=1438(LC 1), 8=1541(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3143/99, 2-3=-2825/93, 3-4=-1964/117, 4-5=-1964/117, 5-7=-2810/83, 7-8=-3123/85 BOT CHORD 1-13=-104/2861, 12-13=-34/2296, 10-12=0/2291, 8-10=-20/2840 WEBS 4-12=-3/1098, 5-12=-871/104, 5-10=0/476, 7-10=-419/97, 3-12=-878/105, 3-13=0/490, 2-13=-431/99 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-7-3, Interior(1) 3-7-3 to 14-4-13, Exterior(2R) 14-4-13 to 21-7-3, Interior(1) 21-7-3 to 33-10-13, Exterior(2E) 33-10-13 to 37-6-0 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) 1, 8. 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 26,2022 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 J1109414 Truss F04 Truss Type COMMON Qty 4 Ply 1 C & E Developments, LLC Job Reference (optional) I14159550 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:57 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-LCUa?lhBBqpjr?UFgxRnUYKETwyXzVag71PCiuzrZN4 Scale = 1:62.5 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 22 23 24 25 26 27 3x6 5x6 3x6 3x8 3x6 3x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 3x8 9-3-14 9-3-14 18-0-0 8-8-2 26-8-2 8-8-2 36-0-0 9-3-14 -1-6-0 1-6-0 6-5-3 6-5-3 12-2-10 5-9-6 18-0-0 5-9-6 23-9-6 5-9-6 29-6-13 5-9-6 36-0-0 6-5-3 37-6-0 1-6-0 0-4-17-10-10-4-15.00 12 Plate Offsets (X,Y)-- [2:0-8-12,0-0-10], [10:0-8-12,0-0-10] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.69 0.80 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.45 0.15 (loc) 14 14-15 10 l/defl >999 >951 n/a L/d 360 240 n/a PLATES MT20 Weight: 140 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 6-14,7-14,5-14: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=-80(LC 13) Max Uplift 2=-48(LC 12), 10=-48(LC 13) Max Grav 2=1539(LC 1), 10=1539(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3118/81, 3-5=-2805/79, 5-6=-1959/113, 6-7=-1959/113, 7-9=-2805/79, 9-10=-3118/81 BOT CHORD 2-15=-99/2835, 14-15=-32/2287, 12-14=0/2287, 10-12=-20/2835 WEBS 6-14=-1/1095, 7-14=-871/104, 7-12=0/475, 9-12=-419/97, 5-14=-871/104, 5-15=0/475, 3-15=-419/97 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 2-1-3, Interior(1) 2-1-3 to 14-4-13, Exterior(2R) 14-4-13 to 21-7-3, Interior(1) 21-7-3 to 33-10-13, Exterior(2E) 33-10-13 to 37-6-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss F05 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159551 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:59 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-HacKQRiSjR4R4JdenMUFZzPiZkpFRbOzaLuJmnzrZN2 Scale = 1:62.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6 5x6 3x6 3x6 3x6 5x6 36-0-0 36-0-0 -1-6-0 1-6-0 18-0-0 18-0-0 36-0-0 18-0-0 37-6-0 1-6-0 0-4-17-10-10-4-15.00 12 Plate Offsets (X,Y)-- [31:0-3-0,0-3-0] 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 0.14 0.08 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 23 22 22 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 166 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 12-32: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 36-0-0. (lb) - Max Horz 2=-80(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 33, 34, 35, 36, 37, 38, 39, 40, 31, 30, 29, 28, 27, 26, 25, 24 Max Grav All reactions 250 lb or less at joint(s) 2, 22, 32, 33, 34, 35, 36, 37, 38, 39, 40, 31, 30, 29, 28, 27, 26, 25, 24 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=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3E) -1-6-0 to 2-0-0, Exterior(2N) 2-0-0 to 14-4-13, Corner(3R) 14-4-13 to 21-7-3 , Exterior(2N) 21-7-3 to 33-10-13, Corner(3E) 33-10-13 to 37-6-0 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 2-0-0 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, 22, 33, 34, 35, 36, 37, 38, 39, 40, 31, 30, 29, 28, 27, 26, 25, 24. 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 26,2022 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 J1109414 Truss G01 Truss Type GABLE Qty 2 Ply 1 C & E Developments, LLC Job Reference (optional) I14159552 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:48:59 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-HacKQRiSjR4R4JdenMUFZzPhYkq1Re2zaLuJmnzrZN2 Scale = 1:11.0 1 2 3 4 6 5 3x4 3x4 3x4 1.5x4 1.5x4 -1-6-0 1-6-0 3-10-0 3-10-0 3-11-8 0-1-8 0-3-151-7-124.00 12 Plate Offsets (X,Y)-- [5:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.21 0.03 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 90 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 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=3-11-8, 5=3-11-8, 6=3-11-8 Max Horz 2=38(LC 9) Max Uplift 2=-46(LC 8), 5=-6(LC 8), 6=-7(LC 12) Max Grav 2=301(LC 19), 5=89(LC 19), 6=180(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C 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 requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 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, 5, 6. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss G02 Truss Type MONO TRUSS Qty 10 Ply 1 C & E Developments, LLC Job Reference (optional) I14159553 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:49:00 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-lnAidnj4UlCIiTCqL3?U5BysH88JA5l6p?esJDzrZN1 Scale = 1:11.0 1 2 3 4 3x4 3x4 3x4 3-11-8 3-11-8 -1-6-0 1-6-0 3-10-0 3-10-0 3-11-8 0-1-8 0-3-151-7-121-4-40-3-81-7-124.00 12 Plate Offsets (X,Y)-- [2:0-1-2,Edge], [4:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.21 0.15 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 4-7 4-7 2 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 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 4=0-1-8 Max Horz 2=38(LC 11) Max Uplift 2=-45(LC 8), 4=-8(LC 12) Max Grav 2=386(LC 19), 4=183(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 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) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 10) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss G03 Truss Type MONO TRUSS Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159554 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:49:01 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-Dzk5r7kiF3K9Jdn1vnWjeOU1bXSBvY?G2fNQrgzrZN0 Scale = 1:11.0 1 2 3 3x4 3x4 3x4 3-11-8 3-11-8 3-10-0 3-10-0 3-11-8 0-1-8 0-3-151-7-121-4-40-3-81-7-124.00 12 Plate Offsets (X,Y)-- [3:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.24 0.24 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 3-6 3-6 1 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 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 3=0-1-8 Max Horz 1=32(LC 11) Max Uplift 1=-7(LC 8), 3=-12(LC 12) Max Grav 1=205(LC 19), 3=205(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(10) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss H01 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14159555 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:49:02 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-h9HT2TlK0MS0xmMDSU1yBc1CQxjgex8PHJ7zN6zrZN? Scale = 1:34.7 1 2 3 4 5 6 7 8 23 24 25 26 4x8 3x4 3x4 4x12 4x12 3x8 4x8 4x4 4x4 4x8 4x4 4x4 8-11-12 8-11-12 17-11-8 8-11-12 -1-6-0 1-6-0 5-11-12 5-11-12 8-11-12 3-0-0 11-11-13 3-0-0 17-11-8 5-11-11 19-5-8 1-6-0 0-3-153-3-140-3-154.00 12 Plate Offsets (X,Y)-- [2:0-5-4,0-2-1], [3:0-0-15,0-1-12], [4:0-4-0,0-1-8], [5:0-0-15,0-1-12], [6:0-5-4,0-2-1] 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 0.17 0.54 0.20 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.19 0.04 (loc) 2-8 2-8 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 92 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=33(LC 16) Max Uplift 2=-61(LC 8), 6=-61(LC 9) Max Grav 2=888(LC 19), 6=889(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/152, 3-4=-1169/119, 4-5=-1169/119, 5-6=-1653/152 BOT CHORD 2-8=-93/1516, 6-8=-93/1517 WEBS 4-8=-3/530, 5-8=-554/81, 3-8=-556/80 NOTES-(12) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-11-11, Exterior(2R) 5-11-11 to 11-10-6, Interior(1) 11-10-6 to 16-5-8, Exterior(2E) 16-5-8 to 19-5-8 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 2-0-0 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, 6. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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 J1109414 Truss H02 Truss Type Common Qty 3 Ply 1 C & E Developments, LLC Job Reference (optional) I14159556 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:49:03 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-9MrrGplyngatZwxP0CYBjpaIFL2CNOzZVzsWvYzrZN_ Scale = 1:33.6 1 2 3 4 5 6 7 8 15 16 17 18 4x4 4x4 3x8 4x4 1.5x4 1.5x4 8-11-12 8-11-12 17-11-8 8-11-12 -1-6-0 1-6-0 5-11-12 5-11-12 8-11-12 3-0-0 11-11-13 3-0-0 17-11-8 5-11-11 19-5-8 1-6-0 0-3-153-3-140-3-154.00 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-MSH 0.48 0.59 0.23 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.24 0.04 (loc) 8-11 8-11 6 l/defl >999 >884 n/a L/d 360 240 n/a PLATES MT20 Weight: 58 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 3-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=34(LC 12) Max Uplift 2=-56(LC 8), 6=-56(LC 9) Max Grav 2=888(LC 19), 6=888(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1702/175, 3-4=-1192/131, 4-5=-1192/131, 5-6=-1702/175 BOT CHORD 2-8=-111/1575, 6-8=-111/1575 WEBS 4-8=-13/601, 5-8=-613/84, 3-8=-613/84 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-9-12, Exterior(2R) 5-9-12 to 12-1-12, Interior(1) 12-1-12 to 16-5-8, Exterior(2E) 16-5-8 to 19-5-8 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 26,2022 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 J1109414 Truss H03 Truss Type COMMON Qty 3 Ply 1 C & E Developments, LLC Job Reference (optional) I14159557 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 06:49:03 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:1U?a3bBm61loZDSBHmIBrEzrm8L-9MrrGplyngatZwxP0CYBjpaHYL2nNOoZVzsWvYzrZN_ Scale = 1:29.2 1 2 3 4 5 6 13 14 15 16 4x4 4x4 4x4 1.5x4 3x8 1.5x4 8-11-12 8-11-12 17-11-8 8-11-12 5-11-12 5-11-12 8-11-12 3-0-0 11-11-13 3-0-0 17-11-8 5-11-11 0-3-153-3-140-3-154.00 12 Plate Offsets (X,Y)-- [1:0-3-2,Edge], [5:0-3-2,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-MSH 0.53 0.61 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.27 0.04 (loc) 6-9 6-9 5 l/defl >999 >809 n/a L/d 360 240 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 5=0-5-8 Max Horz 1=29(LC 12) Max Uplift 1=-24(LC 8), 5=-24(LC 9) Max Grav 1=787(LC 18), 5=787(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1738/206, 2-3=-1223/153, 3-4=-1223/153, 4-5=-1738/206 BOT CHORD 1-6=-160/1612, 5-6=-160/1612 WEBS 3-6=-34/631, 4-6=-632/98, 2-6=-632/98 NOTES-(8) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-9-12, Exterior(2R) 5-9-12 to 12-1-12, Interior(1) 12-1-12 to 14-11-8, Exterior(2E) 14-11-8 to 17-11-8 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 7) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 26,2022 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