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HomeMy WebLinkAboutM002.016023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by 84 Components - 0783. March 7,2019 Liu, Xuegang Pages or sheets covered by this seal: I36338228 thru I36338248 My license renewal date for the state of Indiana is July 31, 2020. 1900644R Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: TG49 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss AGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338228 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:07 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-XUVFQ2sre9VTtuYXW4sv4dJasBRS1OmnBvke0FzdGlI Scale = 1:67.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 33 32 31 30 29 28 27 26 25 24 23 22 40 38 37 36 35 39 34 45 46 47 48 4x4 3x4 4x6 3x4 3x4 3x6 6x12 MT20HS 4x8 3x6 3x6 3x6 3x6 3x6 3x6 5x6 7-11-0 7-11-0 9-4-8 1-5-8 18-5-8 9-1-0 27-10-0 9-4-8 -1-0-0 1-0-0 7-1-4 7-1-4 13-11-0 6-9-12 20-8-12 6-9-12 27-10-0 7-1-4 28-10-0 1-0-0 0-9-010-0-50-9-08.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-3-0], [20:0-1-3,0-1-12], [22:Edge,0-3-8], [22:0-0-0,0-1-12], [30:0-1-12,0-2-8], [30:0-4-15,0-0-0], [31:0-1-12,0-0-0], [34:0-1-12,0-1-3] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.55 0.50 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.08 -0.15 0.03 (loc) 33-43 33-43 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 176 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 4-30: 2x6 SPF No.2 OTHERS 2x4 SPF Stud *Except* 9-35,10-39,11-30: 2x4 SPF No.2 SLIDER Left 2x4 SPF Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 35, 37 REACTIONS.All bearings 12-3-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=-193(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 29, 28, 27, 26, 25, 24 except 30=-285(LC 10), 23=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s) 30, 29, 28, 27, 26, 25, 24, 23 except 2=786(LC 18), 22=276(LC 1), 31=512(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-781/95, 4-5=-317/131 BOT CHORD 2-33=-90/770, 31-33=-91/765, 30-31=-91/765 WEBS 4-40=-859/215, 38-40=-638/101, 37-38=-707/136, 36-37=-741/155, 35-36=-775/171, 35-39=-755/107, 34-39=-796/97, 30-34=-675/196, 31-34=-285/92, 4-33=0/369, 5-40=-177/341 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-11-0, Exterior(2) 10-11-0 to 16-11-0, Interior(1) 16-11-0 to 25-10-0, Exterior(2) 25-10-0 to 28-10-0 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf 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 = 10.0psf. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss AGE2 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338229 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:09 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-Tsc0rkt6AmmB6BiwdUuN92PzQ_93VIo4eDDl57zdGlG Scale = 1:66.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 43 42 41 40 44 49 503x4 4x4 3x4 3x6 3x4 3x4 6x8 3x4 3x6 6-5-13 6-5-13 9-4-8 2-10-11 18-5-8 9-1-0 27-10-0 9-4-8 -1-0-0 1-0-0 7-1-4 7-1-4 13-11-0 6-9-12 20-8-12 6-9-12 27-10-0 7-1-4 28-10-0 1-0-0 0-9-010-0-50-9-08.00 12 Plate Offsets (X,Y)-- [2:0-3-1,0-0-7], [23:0-1-12,0-1-3], [25:0-2-14,0-2-3], [25:0-0-14,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.35 0.30 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.04 -0.07 0.01 (loc) 39-47 39-47 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 180 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 4-36: 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 11-35,12-34,13-33,10-44: 2x4 SPF No.2 SLIDER Left 2x4 SPF Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-39,37-39,36-37. WEBS 1 Row at midpt 11-35, 12-34, 10-44 JOINTS 1 Brace at Jt(s): 40, 42 REACTIONS.All bearings 15-5-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=-193(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 25, 37, 34, 33, 32, 31, 30, 29, 28, 27, 26 except 36=-134(LC 10) Max Grav All reactions 250 lb or less at joint(s) 25, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26 except 2=576(LC 1), 37=451(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-486/85 BOT CHORD 2-39=-84/475, 37-39=-84/475, 36-37=-84/475 WEBS 4-43=-539/156, 42-43=-459/113, 41-42=-494/131, 40-41=-512/140, 40-44=-543/159, 36-44=-459/114, 4-39=0/264, 37-44=-338/158 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-11-0, Exterior(2) 10-11-0 to 16-11-0, Interior(1) 16-11-0 to 25-10-0, Exterior(2) 25-10-0 to 28-10-0 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss AM01 Truss Type Monopitch Qty 4 Ply 1 TG49 Job Reference (optional) I36338230 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:09 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-Tsc0rkt6AmmB6BiwdUuN92P_d_2UVI84eDDl57zdGlG Scale = 1:24.9 1 2 3 4 6 5 7 8 9 10 4x6 3x4 1.5x4 3x4 4x6 3x4 8-5-12 8-5-12 -1-1-12 1-1-12 4-2-14 4-2-14 8-5-12 4-2-14 1-0-53-10-41-2-83-10-44.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MP 0.27 0.72 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.33 -0.47 0.01 (loc) 5-6 5-6 8 l/defl >298 >210 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=411/Mechanical, 8=298/0-3-8 Max Horz 6=97(LC 8) Max Uplift 6=-102(LC 8), 8=-97(LC 8) Max Grav 6=422(LC 19), 8=334(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-111/296 WEBS 3-5=-287/117, 3-6=-334/23, 4-8=-338/178 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-12 to 1-10-4, Interior(1) 1-10-4 to 8-0-8 zone; cantilever left and right exposed ; porch 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 20.0 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 20.0psf 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) 8 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 capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=102. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss AM01A Truss Type Monopitch Qty 3 Ply 1 TG49 Job Reference (optional) I36338231 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:10 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-x3AO24ukx4u2kLH6BCPchGx7rOOjEjVDttzIdZzdGlF Scale = 1:24.9 1 2 3 4 6 5 7 8 9 10 4x6 3x4 1.5x4 3x4 4x6 3x4 8-5-12 8-5-12 -1-1-12 1-1-12 4-2-14 4-2-14 8-5-12 4-2-14 1-0-53-10-41-2-83-10-44.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MP 0.44 0.72 0.28 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.33 -0.47 0.02 (loc) 5-6 5-6 8 l/defl >298 >210 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=630/Mechanical, 8=447/0-3-8 Max Horz 6=97(LC 8) Max Uplift 6=-102(LC 8), 8=-97(LC 8) Max Grav 6=668(LC 19), 8=525(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-155/327, 4-7=-155/327, 2-6=-315/121 BOT CHORD 5-6=-111/525 WEBS 3-5=-518/117, 3-6=-594/23, 4-8=-533/178 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-12 to 1-10-4, Interior(1) 1-10-4 to 8-0-8 zone; cantilever left and right exposed ; porch 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 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 40.0 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 20.0psf 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) 8 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 capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=102. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss AM02 Truss Type Monopitch Qty 2 Ply 1 TG49 Job Reference (optional) I36338232 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:11 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-QFkmGPvMiO0vLVsJlvwrETUF_orlz5nN6Xir90zdGlE Scale = 1:19.6 1 2 3 5 4 6 7 8 5x6 4x4 1.5x4 3x4 3x4 5-9-12 5-9-12 -1-1-12 1-1-12 5-9-12 5-9-12 1-0-52-11-91-2-82-11-94.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MP 0.60 0.29 0.59 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.07 -0.09 0.02 (loc) 4-5 4-5 7 l/defl >999 >731 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=475/Mechanical, 7=282/0-3-8 Max Horz 5=70(LC 8) Max Uplift 5=-80(LC 8), 7=-64(LC 8) Max Grav 5=498(LC 19), 7=322(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-445/112 WEBS 3-7=-350/129 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-12 to 1-10-4, Interior(1) 1-10-4 to 5-4-8 zone; cantilever left and right exposed ; porch 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 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 40.0 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 20.0psf 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) 7 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 capable of withstanding 100 lb uplift at joint(s) 5. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss AM03 Truss Type Monopitch Qty 5 Ply 1 TG49 Job Reference (optional) I36338233 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:11 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-QFkmGPvMiO0vLVsJlvwrETULJotszChN6Xir90zdGlE Scale = 1:15.4 1 2 3 5 4 6 7 8 9 4x6 4x4 1.5x4 3x4 3x4 4-5-12 4-5-12 -1-1-12 1-1-12 4-5-12 4-5-12 1-0-52-6-41-2-82-6-44.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MP 0.20 0.15 0.15 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.03 0.01 (loc) 4-5 4-5 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=256/Mechanical, 7=133/0-3-8 Max Horz 5=57(LC 8) Max Uplift 5=-69(LC 8), 7=-47(LC 8) Max Grav 5=259(LC 19), 7=140(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-1-12 to 1-10-4, Interior(1) 1-10-4 to 4-0-8 zone; cantilever left and right exposed ; porch 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 20.0 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 20.0psf 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) 7 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 capable of withstanding 100 lb uplift at joint(s) 5. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss AM04 Truss Type Monopitch Qty 6 Ply 1 TG49 Job Reference (optional) I36338234 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:12 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-uRI8Tlv_Th8mzfRVIdR4nh1T_CBmihHWLBSPiSzdGlD Scale = 1:15.6 1 2 3 4 8 9 10 1.5x4 1.5x4 3x4 5-8-0 5-8-0 -1-0-0 1-0-0 5-8-0 5-8-0 0-4-82-3-34.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MP 0.40 0.30 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.04 -0.10 0.00 (loc) 4-7 4-7 2 l/defl >999 >683 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=215/Mechanical, 2=286/0-3-8 Max Horz 2=69(LC 8) Max Uplift 4=-26(LC 12), 2=-38(LC 8) Max Grav 4=232(LC 19), 2=290(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-6-4, Exterior(2) 2-6-4 to 5-6-4 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 20.0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss AT01 Truss Type Common Qty 20 Ply 1 TG49 Job Reference (optional) I36338235 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:13 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-MdsWh5wcE?Gdbp0hsKzJJuZclcQmR5pgZrByEuzdGlC Scale = 1:65.7 1 2 3 4 5 6 7 8 9 10 11 14 13 12 23 24 25 26 27 28 29 30 3x4 4x6 3x4 4x8 3x4 4x4 3x4 1.5x4 3x4 1.5x4 4x8 3x4 9-4-8 9-4-8 18-5-8 9-1-0 27-10-0 9-4-8 -1-0-0 1-0-0 7-1-4 7-1-4 13-11-0 6-9-12 20-8-12 6-9-12 27-10-0 7-1-4 28-10-0 1-0-0 0-9-010-0-50-9-08.00 12 Plate Offsets (X,Y)-- [2:0-4-13,Edge], [10:0-4-13,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.52 0.76 0.24 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.39 0.05 (loc) 12-14 12-14 10 l/defl >999 >862 n/a L/d 240 180 n/a PLATES MT20 Weight: 115 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 8-12,4-14: 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 2-6-0, Right 2x4 SPF Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=1173/0-3-8, 10=1173/0-3-8 Max Horz 2=192(LC 9) Max Uplift 2=-33(LC 10), 10=-33(LC 11) Max Grav 2=1223(LC 18), 10=1223(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1540/75, 4-6=-1479/143, 6-8=-1479/143, 8-10=-1540/75 BOT CHORD 2-14=-75/1378, 12-14=0/920, 10-12=0/1251 WEBS 6-12=-89/725, 8-12=-363/203, 6-14=-89/725, 4-14=-363/203 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-11-0, Exterior(2) 10-11-0 to 16-11-0, Interior(1) 16-11-0 to 25-10-0, Exterior(2) 25-10-0 to 28-10-0 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf 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 = 10.0psf. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 10. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss BGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338236 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:14 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-qqQvuRxE?JOTCybuQ2UYs66sZ?ucAaRpoUxWmLzdGlB Scale = 1:40.0 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 14 23 22 24 21 29 30 31 4x4 3x6 3x4 3x6 3x4 3x6 5-5-5 5-5-5 7-11-0 2-5-11 15-10-0 7-11-0 -1-0-0 1-0-0 7-11-0 7-11-0 15-10-0 7-11-0 16-10-0 1-0-0 0-9-06-0-50-9-08.00 12 Plate Offsets (X,Y)-- [2:0-3-1,0-0-7], [12:0-1-3,0-1-12], [14:Edge,0-3-8], [14:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.20 0.21 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.03 0.01 (loc) 20-27 20-27 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 4-18: 2x4 SPF No.2 OTHERS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 22 REACTIONS.All bearings 5-6-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=-115(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 17, 16, 15 except 18=-113(LC 10) Max Grav All reactions 250 lb or less at joint(s) 14, 18, 17, 16, 15 except 2=518(LC 1), 19=265(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-428/30 BOT CHORD 2-20=-10/393, 19-20=-10/393, 18-19=-10/393 WEBS 4-23=-378/97, 22-23=-359/88, 22-24=-369/86, 21-24=-383/90, 18-21=-362/94 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-0, Exterior(2) 4-11-0 to 10-11-0, Interior(1) 10-11-0 to 13-10-0, Exterior(2) 13-10-0 to 16-10-0 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf 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. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss BT01 Truss Type Common Qty 2 Ply 1 TG49 Job Reference (optional) I36338237 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:15 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-I0zH6nysmcWKq6A4_l?nOJfxyP7?v0Yy18g3InzdGlA Scale = 1:39.9 1 2 3 4 5 6 7 8 17 18 19 20 4x6 3x4 4x6 3x4 1.5x4 4x6 7-11-0 7-11-0 15-10-0 7-11-0 -1-0-0 1-0-0 7-11-0 7-11-0 15-10-0 7-11-0 16-10-0 1-0-0 0-9-06-0-50-9-08.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.60 0.59 0.16 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.10 -0.16 0.03 (loc) 8-11 8-11 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 55 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 2-6-0, Right 2x4 SPF Stud 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=693/0-3-8, 6=693/0-3-8 Max Horz 2=-115(LC 8) Max Uplift 2=-24(LC 10), 6=-24(LC 11) Max Grav 2=715(LC 18), 6=715(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-688/71, 4-6=-688/71 BOT CHORD 2-8=0/597, 6-8=0/597 WEBS 4-8=0/384 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-0, Exterior(2) 4-11-0 to 10-11-0, Interior(1) 10-11-0 to 13-10-0, Exterior(2) 13-10-0 to 16-10-0 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf 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 = 10.0psf. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss CGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338238 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:16 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-mCXfJ7yVXweBSGkGXTW0xXBEipcteVb6FoQcrDzdGl9 Scale = 1:38.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 36 37 38 39 4x4 3x4 3x4 3x4 21-8-0 21-8-0 -1-0-0 1-0-0 10-10-0 10-10-0 21-8-0 10-10-0 22-8-0 1-0-0 0-5-104-11-130-5-105.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.09 0.03 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 19 18 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 95 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF 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 21-8-0. (lb) - Max Horz 2=64(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 29, 30, 31, 32, 33, 34, 35, 26, 25, 24, 23, 22, 21, 20, 18 Max Grav All reactions 250 lb or less at joint(s) 2, 27, 29, 30, 31, 32, 33, 34, 35, 26, 25, 24, 23, 22, 21, 20, 18 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-10-0, Corner(3) 7-10-0 to 13-10-0, Exterior(2) 13-10-0 to 19-8-0, Corner(3) 19-8-0 to 22-8-0 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf 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, 29, 30, 31, 32, 33, 34, 35, 26, 25, 24, 23, 22, 21, 20, 18. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss CGR1 Truss Type COMMON GIRDER Qty 1 Ply 3 TG49 Job Reference (optional) I36338239 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:17 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-EP51WTz7IEm23QJS5A1FTkkE8DnONkfFUS9ANfzdGl8 Scale = 1:39.2 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 22 23 24 25 7x12 MT18HS 6x12 MT20HS 6x12 MT20HS 10x12 6x6 8x12 MT20HS 4x6 4x8 6x6 8x12 MT20HS 4x6 4x8 6x12 MT20HS 3-10-0 3-10-0 7-4-0 3-6-0 10-10-0 3-6-0 14-4-0 3-6-0 17-10-0 3-6-0 21-8-0 3-10-0 -1-0-0 1-0-0 3-10-0 3-10-0 7-4-0 3-6-0 10-10-0 3-6-0 14-4-0 3-6-0 17-10-0 3-6-0 21-8-0 3-10-0 22-8-0 1-0-0 0-5-104-11-130-5-105.00 12 Plate Offsets (X,Y)-- [2:0-1-7,0-3-7], [8:0-1-7,0-3-7], [11:0-3-8,0-4-8], [14:0-3-8,0-4-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.82 0.72 0.95 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.23 -0.45 0.10 (loc) 11-12 12-14 8 l/defl >999 >577 n/a L/d 240 180 n/a PLATES MT20 MT20HS MT18HS Weight: 343 lb FT = 20% GRIP 197/144 148/108 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF Stud *Except* 5-12: 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=11977/0-5-8 (req. 0-6-4), 8=11977/0-3-8 (req. 0-6-4) Max Horz 2=64(LC 16) Max Uplift 2=-2236(LC 12), 8=-2236(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-23819/5333, 3-4=-20175/4556, 4-5=-15529/3551, 5-6=-15529/3551, 6-7=-20175/4556, 7-8=-23819/5333 BOT CHORD 2-15=-4852/21936, 14-15=-4852/21936, 12-14=-4098/18614, 11-12=-4098/18614, 10-11=-4852/21936, 8-10=-4852/21936 WEBS 5-12=-2608/11642, 6-12=-5812/1321, 6-11=-1176/5412, 7-11=-3684/837, 7-10=-617/2917, 4-12=-5812/1321, 4-14=-1176/5412, 3-14=-3684/837, 3-15=-617/2916 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 13-10-0, Interior(1) 13-10-0 to 19-8-0, Exterior(2) 19-8-0 to 22-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) All plates are MT20 plates unless otherwise indicated. 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 20.0psf 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) WARNING: Required bearing size at joint(s) 2, 8 greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=2236, 8=2236.Continued on page 2 March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss CGR1 Truss Type COMMON GIRDER Qty 1 Ply 3 TG49 Job Reference (optional) I36338239 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:17 2019 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-EP51WTz7IEm23QJS5A1FTkkE8DnONkfFUS9ANfzdGl8 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-9=-60, 16-19=-1040 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss CT01 Truss Type Common Qty 3 Ply 1 TG49 Job Reference (optional) I36338240 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:18 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-ibfPkp_l2XuvhaufftYU0yHPLd8Y6KRPj6vjv6zdGl7 Scale = 1:37.9 1 2 3 4 5 6 7 10 9 8 17 18 19 20 4x6 4x4 3x4 4x6 1.5x4 3x4 1.5x4 4x6 7-4-0 7-4-0 14-4-0 7-0-0 21-8-0 7-4-0 -1-0-0 1-0-0 5-7-0 5-7-0 10-10-0 5-3-0 16-1-0 5-3-0 21-8-0 5-7-0 22-8-0 1-0-0 0-5-104-11-130-5-105.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.79 0.66 0.34 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.24 0.06 (loc) 8-10 8-10 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 73 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=1400/0-5-8, 6=1400/0-3-8 Max Horz 2=64(LC 12) Max Uplift 2=-137(LC 12), 6=-137(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2518/292, 3-4=-2191/281, 4-5=-2191/281, 5-6=-2518/292 BOT CHORD 2-10=-229/2233, 8-10=-79/1511, 6-8=-190/2233 WEBS 4-8=-78/796, 5-8=-631/183, 4-10=-77/796, 3-10=-631/183 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 13-10-0, Interior(1) 13-10-0 to 19-8-0, Exterior(2) 19-8-0 to 22-8-0 zone; cantilever 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 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 40.0 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 20.0psf 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss DGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338241 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:19 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-BnDox8?Npr0mJkTrDb3jZ9pkN0ejrsLYymeHRYzdGl6 Scale = 1:30.7 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x6 4x4 3x6 12-8-0 12-8-0 -1-0-0 1-0-0 6-4-0 6-4-0 12-8-0 6-4-0 13-8-0 1-0-0 0-9-04-11-110-9-08.00 12 Plate Offsets (X,Y)-- [2:0-1-3,0-1-12], [12:0-1-3,0-1-12], [14:0-0-0,0-1-12], [14:Edge,0-3-8], [24:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.13 0.03 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 13 12 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 61 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 12-8-0. (lb) - Max Horz 24=-95(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joint(s) 24, 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-4-0, Corner(3) 3-4-0 to 9-4-0, Exterior(2) 9-4-0 to 10-8-0, Corner(3) 10-8-0 to 13-8-0 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf 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) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss DT01 Truss Type Common Qty 2 Ply 1 TG49 Job Reference (optional) I36338242 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:20 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-f_nA9U0?a98dxt21mIby5NMr7QvFaIZhAQOq__zdGl5 Scale = 1:33.3 1 2 3 4 5 6 7 8 17 18 4x6 3x4 4x6 3x4 1.5x4 4x4 6-4-0 6-4-0 12-8-0 6-4-0 -1-0-0 1-0-0 6-4-0 6-4-0 12-8-0 6-4-0 13-8-0 1-0-0 0-9-04-11-110-9-08.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.32 0.33 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.04 -0.06 0.02 (loc) 8-11 8-11 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 46 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 2-6-0, Right 2x4 SPF Stud 2-6-0 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.(lb/size)2=567/0-3-8, 6=567/0-3-8 Max Horz 2=-95(LC 8) Max Uplift 2=-22(LC 10), 6=-22(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-474/68, 4-6=-474/68 BOT CHORD 2-8=0/389, 6-8=0/389 WEBS 4-8=0/277 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-4-0, Exterior(2) 3-4-0 to 9-4-0, Interior(1) 9-4-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss EGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338243 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:21 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-7ALYMq0dLSGUY1dEK06Beav3sqJGJm0rP47NWRzdGl4 Scale = 1:26.6 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 3x6 4x4 3x6 10-7-0 10-7-0 -1-0-0 1-0-0 5-3-8 5-3-8 10-7-0 5-3-8 11-7-0 1-0-0 0-9-04-3-50-9-08.00 12 Plate Offsets (X,Y)-- [2:0-1-3,0-1-12], [10:0-1-3,0-1-12], [12:0-0-0,0-1-12], [12:Edge,0-3-8], [20:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.13 0.02 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 0.00 0.00 (loc) 11 10 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 10-7-0. (lb) - Max Horz 20=-81(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf 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) 20, 12, 17, 18, 19, 15, 14, 13. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss ET01 Truss Type Common Qty 1 Ply 1 TG49 Job Reference (optional) I36338244 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:21 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-7ALYMq0dLSGUY1dEK06Beav2pqG2Jl7rP47NWRzdGl4 Scale = 1:28.7 1 2 3 4 5 6 7 8 3x6 3x4 3x6 3x4 1.5x4 4x4 5-3-8 5-3-8 10-7-0 5-3-8 -1-0-0 1-0-0 5-3-8 5-3-8 10-7-0 5-3-8 11-7-0 1-0-0 0-9-04-3-50-9-08.00 12 Plate Offsets (X,Y)-- [2:0-1-12,0-0-7], [6:0-3-1,0-0-7] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-MS 0.20 0.23 0.09 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.02 -0.03 0.01 (loc) 8-11 8-11 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 40 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x4 SPF Stud 2-6-0, Right 2x4 SPF Stud 2-6-0 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.(lb/size)2=483/0-3-8, 6=483/0-3-8 Max Horz 2=-81(LC 8) Max Uplift 2=-21(LC 10), 6=-21(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-378/67, 4-6=-378/67 BOT CHORD 2-8=0/315, 6-8=0/315 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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 20.0psf 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) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss GGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338245 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:22 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-bMvwaA1G6mOLABCQujdQAoRFkEfV2DP_ektx2tzdGl3 Scale = 1:20.0 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 4x6 2x4 3x4 -1-1-12 1-1-12 8-5-12 8-5-12 0-5-13-3-04.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.12 0.02 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 1 1 9 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 8-2-4. (lb) - Max Horz 2=97(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 9, 2, 10, 11, 12, 13, 14 Max Grav All reactions 250 lb or less at joint(s) 9, 2, 10, 11, 12, 13, 14 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-1-12 to 1-9-12, Exterior(2) 1-9-12 to 5-2-4, Corner(3) 5-2-4 to 8-2-4 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf 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) 9, 2, 10, 11, 12, 13, 14. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss JGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338246 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:23 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-3ZSInW2ut4WCoLncSR8fj?_Oye?kngR8sOcUbJzdGl2 Scale = 1:15.8 1 2 3 4 5 6 10 9 8 7 11 12 4x6 1.5x4 2x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 -1-1-12 1-1-12 5-9-12 5-9-12 0-5-12-4-54.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.22 0.02 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 1 1 7 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 5-6-4. (lb) - Max Horz 2=70(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8, 9, 10 Max Grav All reactions 250 lb or less at joint(s) 7, 8, 9, 10 except 2=320(LC 18) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-1-12 to 1-9-12, Exterior(2) 1-9-12 to 2-6-4, Corner(3) 2-6-4 to 5-6-4 zone; cantilever left and right exposed ; porch 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 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 40.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf 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) 7, 2, 8, 9, 10. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss KGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338247 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:24 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-Xl0h?s3WeNf3PVMp?8fuGDWbh1L0W7sH52M17mzdGl1 Scale = 1:14.0 1 2 3 4 5 6 10 9 8 7 11 12 13 2x4 -1-0-0 1-0-0 5-8-0 5-8-0 0-4-82-3-34.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.09 0.02 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 0.00 (loc) 1 1 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-8-0. (lb) - Max Horz 2=68(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8, 9, 10 Max Grav All reactions 250 lb or less at joint(s) 7, 2, 8, 9, 10 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 2-6-4, Corner(3) 2-6-4 to 5-6-4 zone; cantilever 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf 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) 7, 2, 8, 9, 10. March 7,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1900644R Truss LGE1 Truss Type GABLE Qty 1 Ply 1 TG49 Job Reference (optional) I36338248 8.220 s Nov 16 2018 MiTek Industries, Inc. Thu Mar 7 15:27:24 2019 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:F3a?EP_KYbbd?oao1djmMWzdUOM-Xl0h?s3WeNf3PVMp?8fuGDWbE1LzW7rH52M17mzdGl1 Scale = 1:12.3 1 2 3 4 5 8 7 6 9 10 4x6 1.5x4 2x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 -1-1-12 1-1-12 4-5-12 4-5-12 0-5-11-11-04.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.12 0.02 0.03 DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.00 -0.00 -0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 4-2-4. (lb) - Max Horz 2=56(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 2, 7, 8 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; porch 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 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf 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) 6, 2, 7, 8. March 7,2019 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.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. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 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 Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS 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 CHORDSBEARING4 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.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths