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I14161243.J1109416A-NLOTri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 J1109416A 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 27,2022 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. Re: thru I14161258I14161243 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 J1109416A Truss A01 Truss Type GABLE Qty 2 Ply 1 C & E Developments, LLC Job Reference (optional) I14161243 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:30 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZUToCI9N5JJ_AhwKZa4NRSzrX03-Gtsdf1B05pNvmVQNjiEH9tYby?XfDsoHnSXhAPzrUpx Scale = 1:14.5 1 2 3 4 3x4 3x4 1.5x4 1.5x4 3x4 3-11-8 3-11-8 -1-0-0 1-0-0 3-10-0 3-10-0 3-11-8 0-1-8 0-4-32-3-152-0-70-3-82-3-156.00 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 0.20 0.17 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 4-9 4-9 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 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=0-3-8, 4=0-1-8 Max Horz 2=50(LC 11) Max Uplift 2=-15(LC 12), 4=-13(LC 12) Max Grav 2=342(LC 19), 4=211(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 15 lb uplift at joint 2 and 13 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 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss A02 Truss Type MONO TRUSS Qty 11 Ply 1 C & E Developments, LLC Job Reference (optional) I14161244 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:31 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZUToCI9N5JJ_AhwKZa4NRSzrX03-k4Q?tNBes7VmNf?ZGPlWi45ljPrJyJ2R?6HFirzrUpw Scale = 1:14.5 1 2 3 4 3x4 3x4 3x4 3-11-8 3-11-8 -1-0-0 1-0-0 3-10-0 3-10-0 3-11-8 0-1-8 0-4-32-3-152-0-70-3-82-3-156.00 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 0.26 0.20 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 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=0-3-8, 4=0-1-8 Max Horz 2=50(LC 11) Max Uplift 2=-15(LC 12), 4=-13(LC 12) Max Grav 2=342(LC 19), 4=211(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 15 lb uplift at joint 2 and 13 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 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss A03 Truss Type MONO TRUSS Qty 5 Ply 1 C & E Developments, LLC Job Reference (optional) I14161245 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:32 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:ZUToCI9N5JJ_AhwKZa4NRSzrX03-DG_N4iCGdRdd?palq7GlFIdoFp6?hlIaEm0oFHzrUpv Scale = 1:20.3 1 2 3 4 8 9 4x4 3x4 3x4 5-11-8 5-11-8 -1-0-0 1-0-0 5-10-0 5-10-0 5-11-8 0-1-8 0-4-33-3-153-0-70-3-83-3-156.00 12 Plate Offsets (X,Y)-- [2:0-1-12,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 0.72 0.56 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.12 -0.18 0.00 (loc) 4-7 4-7 2 l/defl >573 >398 n/a L/d 360 240 n/a PLATES MT20 Weight: 19 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 5-11-8 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=73(LC 11) Max Uplift 2=-16(LC 12), 4=-21(LC 12) Max Grav 2=415(LC 19), 4=338(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-256/69 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) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-9-12, Exterior(2E) 2-9-12 to 5-9-12 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) 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 16 lb uplift at joint 2 and 21 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 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss B01 Truss Type Common Supported Gable Qty 2 Ply 1 C & E Developments, LLC Job Reference (optional) I14161246 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:33 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-hSYlI2DvOkmUdy9yOqn_nVA74CaYQCmkTQmLnjzrUpu Scale = 1:22.4 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 4x4 3x4 3x4 12-0-0 12-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 12-0-0 6-0-0 13-0-0 1-0-0 0-4-33-4-30-4-36.00 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 0.08 0.03 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 9 8 8 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 12-0-0. (lb) - Max Horz 2=-34(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 14, 10 except 13=262(LC 19), 11=262(LC 20) 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) -1-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 3-0-0, Corner(3R) 3-0-0 to 9-0-0, Exterior(2N) 9-0-0 to 10-0-0, Corner(3E) 10-0-0 to 13-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 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) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss B02 Truss Type Common Girder Qty 2 Ply 2 C & E Developments, LLC Job Reference (optional) I14161247 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:40 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-_pTPmSIIkueVy1BIIoPdZ_zFf1pmZ9dm40yDXpzrUpn Scale = 1:22.6 1 2 3 4 5 8 7 6 13 14 15 16 17 18 5x8 5x8 4x6 4x4 3x6 8x8 4x4 3x6 Special Special Special Special Special 3-5-4 3-5-4 6-0-0 2-6-12 8-6-12 2-6-12 12-0-0 3-5-4 3-5-4 3-5-4 6-0-0 2-6-12 8-6-12 2-6-12 12-0-0 3-5-4 0-4-33-4-30-4-36.00 12 Plate Offsets (X,Y)-- [1:0-2-15,0-3-4], [2:0-1-4,0-1-12], [4:0-1-4,0-1-12], [5:0-2-15,0-3-4], [6:0-4-4,0-1-8], [7:0-4-0,0-4-8], [8:0-4-4,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2018/TPI2014 CSI. TC BC WB Matrix-MP 0.44 0.69 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.15 0.04 (loc) 7-8 7-8 5 l/defl >999 >979 n/a L/d 360 240 n/a PLATES MT20 Weight: 108 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 5=0-5-8 Max Horz 1=-29(LC 34) Max Uplift 1=-103(LC 10), 5=-105(LC 11) Max Grav 1=4284(LC 3), 5=4349(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8118/201, 2-3=-5800/152, 3-4=-5800/152, 4-5=-8112/200 BOT CHORD 1-8=-181/7247, 7-8=-181/7247, 6-7=-151/7244, 5-6=-151/7244 WEBS 3-7=-113/4985, 4-7=-2492/96, 4-6=-35/2148, 2-7=-2496/95, 2-8=-35/2160 NOTES-(11) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=103, 5=105. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1534 lb down and 43 lb up at 2-0-12, 1534 lb down and 43 lb up at 4-0-12, 1534 lb down and 43 lb up at 6-0-12, and 1534 lb down and 43 lb up at 8-0-12, and 1534 lb down and 43 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) All dimensions given in feet-inches-sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss B02 Truss Type Common Girder Qty 2 Ply 2 C & E Developments, LLC Job Reference (optional) I14161247 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:41 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-S?1nznJwVCmMaBmUsWxs6BVQPR9?IctvJgim3GzrUpm LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 1-5=-14 Concentrated Loads (lb) Vert: 7=-1425(B) 15=-1425(B) 16=-1425(B) 17=-1425(B) 18=-1425(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 J1109416A Truss C01 Truss Type Common Supported Gable Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14161248 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:41 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-S?1nznJwVCmMaBmUsWxs6BVUtRJ0IqYvJgim3GzrUpm Scale = 1:21.9 1 2 3 4 5 6 7 10 9 8 11 12 13 14 4x4 3x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 10-0-0 10-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 10-0-0 5-0-0 11-0-0 1-0-0 0-4-32-10-30-4-36.00 12 LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.15 0.05 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-0-0. (lb) - Max Horz 2=29(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 9 except 2=252(LC 19), 6=252(LC 20), 10=357(LC 19), 8=357(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-312/112, 5-8=-312/112 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) -1-0-0 to 2-0-0, Corner(3R) 2-0-0 to 8-0-0, Corner(3E) 8-0-0 to 11-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) 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, 6, 10, 8. 11) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss D01 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14161249 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:43 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-ON9XOTLA1p03pVwtzxzKBcan?EummgXCm_Bt78zrUpk Scale = 1:61.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 40 39 38 37 36 35 34 33 32 31 29 28 27 26 25 24 23 41 42 43 44 45 46 30 3x6 5x6 3x6 3x6 3x6 5x6 21-10-0 21-10-0 36-0-0 14-2-0 18-0-0 18-0-0 36-0-0 18-0-0 37-0-0 1-0-0 0-4-39-4-30-4-36.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [21:0-2-12,0-1-8], [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 0.37 0.48 0.29 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.14 0.03 (loc) 33-34 33-34 21 l/defl >999 >821 n/a L/d 360 240 n/a PLATES MT20 Weight: 181 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 11-32,10-33,12-31: 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 14-5-8 except (jt=length) 1=12-5-8, 35=12-5-8, 36=12-5-8, 37=12-5-8, 38=12-5-8, 39=12-5-8, 40=12-5-8, 30=0-3-8. (lb) - Max Horz 1=-98(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 35, 37, 38, 39, 40, 28, 27, 26, 25, 24, 23 except 36=-120(LC 19), 29=-200(LC 20) Max Grav All reactions 250 lb or less at joint(s) 37, 38, 39, 40, 28, 27, 26, 25, 24, 23 except 1=275(LC 19), 21=331(LC 1), 35=685(LC 19), 30=631(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-487/0, 2-3=-488/0, 3-4=-487/0, 4-5=-485/0, 5-7=-496/0, 7-8=-442/6, 8-9=-552/29, 9-10=-504/49, 10-11=-459/74, 11-12=-464/74, 12-13=-472/49, 13-14=-465/28, 14-15=-472/7, 15-17=-471/0, 17-18=-471/0, 18-19=-471/0, 19-20=-471/0, 20-21=-475/0 BOT CHORD 1-40=0/409, 39-40=0/409, 38-39=0/409, 37-38=0/409, 36-37=0/409, 35-36=0/409, 34-35=0/409, 33-34=0/409, 32-33=0/409, 31-32=0/409, 30-31=0/409, 29-30=0/409, 28-29=0/409, 27-28=0/409, 26-27=0/409, 25-26=0/409, 24-25=0/409, 23-24=0/409, 21-23=0/409 WEBS 8-35=-379/51, 13-29=-280/37 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) 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 33-4-13, Exterior(2E) 33-4-13 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 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. Continued on page 2 January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss D01 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14161249 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:43 2022 Page 2 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-ON9XOTLA1p03pVwtzxzKBcan?EummgXCm_Bt78zrUpk NOTES-(12) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 35, 37, 38, 39, 40, 28, 27, 26, 25, 24, 23 except (jt=lb) 36=120, 29=200. 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. 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 J1109416A Truss D02 Truss Type Common Qty 6 Ply 1 C & E Developments, LLC Job Reference (optional) I14161250 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:44 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-saivbpLoo78wRfV3XeUZkq7uSe5FV7pL?dwRgbzrUpj Scale = 1:65.0 1 2 3 4 5 6 7 8 9 10 14 13 12 11 21 22 23 24 25 26 27 28 29 30 3x6 5x6 3x6 3x8 3x6 4x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 3x8 9-5-0 9-5-0 18-0-0 8-7-1 26-7-1 8-7-0 36-0-0 9-5-0 6-4-5 6-4-5 12-9-1 6-4-11 18-0-0 5-2-15 23-2-15 5-2-15 29-7-11 6-4-11 36-0-0 6-4-5 37-0-0 1-0-0 0-4-39-4-30-4-36.00 12 Plate Offsets (X,Y)-- [1:0-8-8,0-0-14], [4:0-1-12,0-1-8], [6:0-1-12,0-1-8], [9:0-8-8,0-0-14] 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-MSH 0.58 0.98 0.29 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.33 -0.49 0.14 (loc) 11-13 11-13 9 l/defl >999 >885 n/a L/d 360 240 n/a PLATES MT20 Weight: 146 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-13,6-13,4-13: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13, 4-13 REACTIONS. (size)1=Mechanical, 9=0-5-8 Max Horz 1=-98(LC 17) Max Uplift 1=-29(LC 12), 9=-39(LC 13) Max Grav 1=1548(LC 2), 9=1603(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2922/95, 2-4=-2686/100, 4-5=-1862/128, 5-6=-1862/128, 6-8=-2681/95, 8-9=-2917/89 BOT CHORD 1-14=-103/2584, 13-14=-23/2034, 11-13=0/2033, 9-11=-15/2577 WEBS 5-13=-35/1356, 6-13=-785/113, 6-11=-3/635, 8-11=-420/109, 4-13=-788/113, 4-14=-4/640, 2-14=-425/110 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 33-4-13, Exterior(2E) 33-4-13 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) 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, 9. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss D03 Truss Type COMMON Qty 4 Ply 1 C & E Developments, LLC Job Reference (optional) I14161251 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:45 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-KmGHp9MQZQGn3o4F5M?oG1g4e2RdEa4VDHg_C1zrUpi Scale = 1:65.6 1 2 3 4 5 6 7 8 9 10 11 15 14 13 12 22 23 24 25 26 27 28 29 30 31 3x6 5x6 3x6 4x5 3x6 4x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 4x5 9-5-0 9-5-0 18-0-0 8-7-1 26-7-1 8-7-0 36-0-0 9-5-0 -1-0-0 1-0-0 6-4-5 6-4-5 12-9-1 6-4-11 18-0-0 5-2-15 23-2-15 5-2-15 29-7-11 6-4-11 36-0-0 6-4-5 37-0-0 1-0-0 0-4-39-4-30-4-36.00 12 Plate Offsets (X,Y)-- [2:0-3-7,0-2-0], [5:0-1-12,0-1-8], [7:0-1-12,0-1-8], [10:0-3-7,0-2-0] 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-MSH 0.55 0.97 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.33 -0.49 0.14 (loc) 14-15 14-15 10 l/defl >999 >887 n/a L/d 360 240 n/a PLATES MT20 Weight: 147 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 2-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 REACTIONS. (size)2=0-5-8, 10=0-5-8 Max Horz 2=93(LC 12) Max Uplift 2=-39(LC 12), 10=-39(LC 13) Max Grav 2=1602(LC 2), 10=1602(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2915/87, 3-5=-2680/93, 5-6=-1860/126, 6-7=-1860/126, 7-9=-2680/93, 9-10=-2915/87 BOT CHORD 2-15=-101/2576, 14-15=-23/2031, 12-14=0/2031, 10-12=-13/2576 WEBS 6-14=-33/1355, 7-14=-785/113, 7-12=-3/635, 9-12=-420/109, 5-14=-785/113, 5-15=-3/635, 3-15=-420/109 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 14-4-13, Exterior(2R) 14-4-13 to 21-7-3, Interior(1) 21-7-3 to 33-4-13, Exterior(2E) 33-4-13 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss D04 Truss Type Common Qty 6 Ply 1 C & E Developments, LLC Job Reference (optional) I14161252 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:46 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-oyqg0VN2KkOegyfSf3W1pFCEySnjz1JeSxPXkTzrUph Scale = 1:65.0 1 2 3 4 5 6 7 8 9 10 14 13 12 11 21 22 23 24 25 26 27 28 29 30 3x6 5x6 3x6 3x8 3x6 4x8 3x4 3x4 1.5x4 3x4 3x4 1.5x4 3x8 9-5-0 9-5-0 18-0-0 8-7-1 26-7-1 8-7-0 36-0-0 9-5-0 6-4-5 6-4-5 12-9-1 6-4-11 18-0-0 5-2-15 23-2-15 5-2-15 29-7-11 6-4-11 36-0-0 6-4-5 37-0-0 1-0-0 0-4-39-4-30-4-36.00 12 Plate Offsets (X,Y)-- [1:0-8-8,0-0-14], [4:0-1-12,0-1-8], [6:0-1-12,0-1-8], [9:0-8-8,0-0-14] 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-MSH 0.58 0.98 0.29 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.33 -0.49 0.14 (loc) 11-13 11-13 9 l/defl >999 >885 n/a L/d 360 240 n/a PLATES MT20 Weight: 146 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-13,6-13,4-13: 2x4 HF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-13, 4-13 REACTIONS. (size)1=Mechanical, 9=0-5-8 Max Horz 1=-98(LC 17) Max Uplift 1=-29(LC 12), 9=-39(LC 13) Max Grav 1=1548(LC 2), 9=1603(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2922/95, 2-4=-2686/100, 4-5=-1862/128, 5-6=-1862/128, 6-8=-2681/95, 8-9=-2917/89 BOT CHORD 1-14=-103/2584, 13-14=-23/2034, 11-13=0/2033, 9-11=-15/2577 WEBS 5-13=-35/1356, 6-13=-785/113, 6-11=-3/635, 8-11=-420/109, 4-13=-788/113, 4-14=-4/640, 2-14=-425/110 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 33-4-13, Exterior(2E) 33-4-13 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) 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, 9. 9) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss D05 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14161253 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:48 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-lLyQRBPJsLfMwGpqmUZVugIhQFiyRx_xwFuepMzrUpf Scale = 1:61.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 40 41 42 43 3x6 5x6 3x6 3x6 3x6 5x6 36-0-0 36-0-0 18-0-0 18-0-0 36-0-0 18-0-0 37-0-0 1-0-0 0-4-39-4-30-4-36.00 12 Plate Offsets (X,Y)-- [30:0-3-0,0-3-0] 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 0.07 0.03 0.27 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.01 (loc) 21 21 21 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 181 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud *Except* 11-31,10-32,12-30: 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. WEBS 1 Row at midpt 11-31 REACTIONS.All bearings 36-0-0. (lb) - Max Horz 1=-98(LC 17) Max Uplift All uplift 100 lb or less at joint(s) 1, 32, 33, 34, 35, 36, 37, 38, 39, 30, 29, 28, 27, 26, 25, 24, 23 Max Grav All reactions 250 lb or less at joint(s) 1, 21, 31, 33, 34, 35, 36, 37, 38, 39, 29, 28, 27, 26, 25, 24, 23 except 32=251(LC 19), 30=251(LC 20) 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 33-4-13, Corner(3E) 33-4-13 to 37-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 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, 32, 33, 34, 35, 36, 37, 38, 39, 30, 29, 28, 27, 26, 25, 24, 23. 12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss E01 Truss Type MONO TRUSS Qty 4 Ply 1 C & E Developments, LLC Job Reference (optional) I14161254 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:49 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-DXWoeXPxdfnDXQN0KB4kRtqsZf2JASV48veBLozrUpe Scale = 1:14.9 1 2 3 4 3x4 3x4 3x4 1-5-8 1-5-8 -1-0-0 1-0-0 1-4-0 1-4-0 1-5-8 0-1-8 0-5-31-10-111-7-30-3-81-10-1112.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-0-10], [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 0.11 0.02 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-5-8 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=40(LC 11) Max Uplift 2=-14(LC 12), 4=-10(LC 9) Max Grav 2=219(LC 19), 4=38(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 12.0 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 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss F01 Truss Type COMMON STRUCTURAL GA Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14161255 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:50 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-hk4AssQZOzv49ayDtvbzz5N0f3KhvtgENZNltEzrUpd Scale = 1:24.5 1 2 3 4 5 6 11 12 13 14 15 16 4x8 4x4 4x4 4x4 4x4 4x5 4x5 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 5-0-0 5-0-0 10-0-0 5-0-0 -1-6-0 1-6-0 5-0-0 5-0-0 10-0-0 5-0-0 11-6-0 1-6-0 0-4-32-10-30-4-36.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-9], [3:0-4-0,0-1-0], [4:0-1-4,0-1-9] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-P 0.15 0.21 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.01 (loc) 4-6 2-6 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 50 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=30(LC 16) Max Uplift 2=-27(LC 12), 4=-27(LC 13) Max Grav 2=628(LC 19), 4=628(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-537/77, 3-4=-538/77 BOT CHORD 2-6=0/374, 4-6=0/374 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 1-11-13, Exterior(2R) 1-11-13 to 7-11-13, Interior(1) 7-11-13 to 8-6-0, Exterior(2E) 8-6-0 to 11-6-0 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) 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 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 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss F02 Truss Type Common Qty 4 Ply 1 C & E Developments, LLC Job Reference (optional) I14161256 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:50 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-hk4AssQZOzv49ayDtvbzz5Nxa3HxvtgENZNltEzrUpd Scale = 1:23.7 1 2 3 4 5 6 13 14 15 16 17 18 4x4 4x4 1.5x4 4x4 5-0-0 5-0-0 10-0-0 5-0-0 -1-6-0 1-6-0 5-0-0 5-0-0 10-0-0 5-0-0 11-6-0 1-6-0 0-4-32-10-30-4-36.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge], [4:0-2-0,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 0.47 0.45 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.07 0.01 (loc) 6-9 6-9 4 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 32 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. 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=32(LC 12) Max Uplift 2=-24(LC 12), 4=-24(LC 13) Max Grav 2=625(LC 19), 4=625(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-578/106, 3-4=-578/106 BOT CHORD 2-6=-4/414, 4-6=-4/414 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 2-0-0, Exterior(2R) 2-0-0 to 8-0-0, Interior(1) 8-0-0 to 8-6-0, Exterior(2E) 8-6-0 to 11-6-0 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, 4. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss G01 Truss Type GABLE Qty 1 Ply 1 C & E Developments, LLC Job Reference (optional) I14161257 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:52 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-d6BxHYSpva9oPt6b?KdS2WSNPt3uNnNXqtssy7zrUpb Scale = 1:43.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 26 25 24 23 22 21 20 19 18 17 16 27 28 4x4 3x4 3x4 5x6 24-0-0 24-0-0 -1-0-0 1-0-0 12-0-0 12-0-0 24-0-0 12-0-0 25-0-0 1-0-0 0-4-36-4-30-4-36.00 12 Plate Offsets (X,Y)-- [20:0-3-0,0-3-0] 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 0.07 0.03 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 14 14 14 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 102 lb FT = 20% GRIP 185/148 LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 24-0-0. (lb) - Max Horz 2=-64(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 23, 24, 25, 26, 20, 19, 18, 17, 16 Max Grav All reactions 250 lb or less at joint(s) 2, 14, 21, 23, 24, 25, 26, 19, 18, 17, 16 except 22=251(LC 19), 20=251(LC 20) 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) -1-0-0 to 2-0-0, Exterior(2N) 2-0-0 to 9-0-0, Corner(3R) 9-0-0 to 15-0-0, Exterior(2N) 15-0-0 to 22-0-0, Corner(3E) 22-0-0 to 25-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 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, 23, 24, 25, 26, 20, 19, 18, 17, 16. 12) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719.Safety Information Job J1109416A Truss G02 Truss Type Common Qty 4 Ply 1 C & E Developments, LLC Job Reference (optional) I14161258 8.530 s Dec 6 2021 MiTek Industries, Inc. Wed Jan 26 11:59:53 2022 Page 1 The Truss Company (Sumner), Sumner, WA - 98390, ID:LjJ5efqZePPRxmHTXa_MyMzrWuk-5JlJUuSRguHf01hoZ18hbj?QQGF96B8g3XcPUZzrUpa Scale = 1:42.1 1 2 3 4 5 6 7 10 9 8 17 18 19 20 21 22 4x4 3x6 3x4 4x6 1.5x4 3x4 1.5x4 4x4 8-2-3 8-2-3 15-9-13 7-7-11 24-0-0 8-2-3 -1-0-0 1-0-0 6-3-4 6-3-4 12-0-0 5-8-12 17-8-12 5-8-12 24-0-0 6-3-4 25-0-0 1-0-0 0-4-36-4-30-4-36.00 12 Plate Offsets (X,Y)-- [8:0-1-12,0-1-8], [10:0-1-12,0-1-8] LOADING (psf) TCLL (Roof Snow=25.0) TCDL BCLL BCDL 25.0 8.0 0.0 * 7.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2018/TPI2014 CSI. TC BC WB Matrix-MSH 0.63 0.67 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.16 -0.24 0.05 (loc) 8-10 8-16 6 l/defl >999 >999 n/a L/d 360 240 n/a PLATES MT20 Weight: 86 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 3-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-3-8, 6=0-3-8 Max Horz 2=-64(LC 13) Max Uplift 2=-30(LC 12), 6=-30(LC 13) Max Grav 2=1094(LC 3), 6=1094(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1839/102, 3-4=-1674/118, 4-5=-1674/118, 5-6=-1839/102 BOT CHORD 2-10=-49/1617, 8-10=0/1023, 6-8=-27/1617 WEBS 4-8=-32/743, 5-8=-519/107, 4-10=-32/743, 3-10=-519/107 NOTES-(9) 1) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=12ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2E) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2R) 9-0-0 to 15-0-0, Interior(1) 15-0-0 to 22-0-0, Exterior(2E) 22-0-0 to 25-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-16; Pf=25.0 psf (Lum DOL=1.15 Plate DOL=1.15); Is=1.0; Rough Cat B; Partially Exp.; Ce=1.0; Cs=1.00; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 8) This truss is designed in accordance with the 2018 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) All dimensions given in feet-inches-sixteenths (FFIISS) format. January 27,2022 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