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HomeMy WebLinkAboutI34545949.105_Woods_at_ShelborneRe: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). Liu, Xuegang Pages or sheets covered by this seal: I34545949 thru I34546042 My license renewal date for the state of Indiana is July 31, 2020. 105_Woods_at_Shelborne 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: 105 Woods at Shelborne 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss CG01 Truss Type JACK-OPEN Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545949 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:15:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ZljEh03aZ1BggwIIIHHrbduQyE1TTpueu_IVu6yh3nk Scale = 1:15.6 1 2 5 3 4 3x6 2x4 1-9-1 1-8-7 -1-9-6 1-9-6 1-9-1 1-9-1 1-3-02-0-00-4-71-7-92-0-05.15 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=-7/Mechanical, 4=7/Mechanical, 5=244/0-5-9 Max Horz 5=62(LC 9) Max Uplift3=-11(LC 6), 4=-3(LC 9), 5=-38(LC 9) Max Grav 3=6(LC 7), 4=29(LC 2), 5=244(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3, 3 lb uplift at joint 4 and 38 lb uplift at joint 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss CG02 Truss Type JACK-OPEN Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545950 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-1yHcvM4DKLJXI4tUr?o47qRbieMiCF8o6e13QYyh3nj Scale = 1:15.6 1 2 5 3 4 3x6 2x4 1-9-1 1-8-7 -1-9-6 1-9-6 1-9-1 1-9-1 1-3-02-0-00-4-71-7-92-0-05.15 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-1 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=-7/Mechanical, 4=7/Mechanical, 5=244/0-5-9 Max Horz 5=62(LC 9) Max Uplift3=-11(LC 6), 4=-3(LC 9), 5=-38(LC 9) Max Grav 3=6(LC 7), 4=29(LC 2), 5=244(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3, 3 lb uplift at joint 4 and 38 lb uplift at joint 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss GE02 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545951 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-1yHcvM4DKLJXI4tUr?o47qReAeLbCFio6e13QYyh3nj Scale = 1:27.9 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 3x8 4x6 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 14-2-8 14-2-8 -1-0-0 1-0-0 7-1-4 7-1-4 14-2-8 7-1-4 15-2-8 1-0-0 0-9-03-1-70-9-04.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.06 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 98 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 14-2-8. (lb) - Max Horz 16=36(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 12 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-1-4, Corner(3) 7-1-4 to 10-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 12. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss GE03 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545952 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-V8r_6i5r5eROvESgPiKJg2_oS2i5ximxLIncy?yh3ni Scale = 1:15.8 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 7 6 5 8 9 3x8 2x4 2x4 2x4 2x4 -0-11-0 0-11-0 3-11-8 3-11-8 0-9-02-0-134.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.05 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-5: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=163/3-11-8, 5=23/3-11-8, 6=175/3-11-8 Max Horz 7=52(LC 6) Max Uplift7=-22(LC 9), 5=-1(LC 8), 6=-2(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -0-11-0 to 2-1-0, Exterior(2) 2-1-0 to 3-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5, 6. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss GE06 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545953 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-V8r_6i5r5eROvESgPiKJg2_n92hpxfPxLIncy?yh3ni Scale = 1:58.2 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 2x4 3x4 4x6 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 14-11-0 14-11-0 -0-11-0 0-11-0 7-5-8 7-5-8 14-11-0 7-5-8 15-10-0 0-11-0 1-3-07-5-91-3-010.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.07 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 197 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 14-11-0. (lb) - Max Horz 20=145(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) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -0-11-0 to 2-1-0, Exterior(2) 2-1-0 to 7-5-8, Corner(3) 7-5-8 to 10-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 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. 9) 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. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss GE08 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545954 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-zKPNJ26TsyZEXO1tzPrYCFWy2R2Ag9e5ayW9URyh3nh Scale = 1:18.0 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 2x4 3x4 2x4 2x4 -0-11-0 0-11-0 1-11-8 1-11-8 1-1-02-4-118.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=152/1-11-8, 4=49/1-11-8 Max Horz 5=63(LC 6) Max Uplift5=-19(LC 9), 4=-28(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J01 Truss Type JACK-OPEN Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545955 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-zKPNJ26TsyZEXO1tzPrYCFWwgR0vg9e5ayW9URyh3nh Scale = 1:28.2 1 2 5 6 3 4 3x6 3x4 3-4-8 3-4-8 -0-11-0 0-11-0 3-4-8 3-4-8 1-3-04-0-123-6-154-0-1210.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.29 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=199/0-3-8, 3=84/Mechanical, 4=34/Mechanical Max Horz 5=109(LC 9) Max Uplift3=-48(LC 9) Max Grav 5=199(LC 1), 3=84(LC 1), 4=62(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 3-3-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J01A Truss Type HALF HIP Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545956 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-zKPNJ26TsyZEXO1tzPrYCFWyJR1pg9R5ayW9URyh3nh Scale = 1:21.8 1 2 3 4 7 6 5 4x6 2x4 2x4 2x4 3x4 2x4 0-1-112-1-10 2-1-10 3-4-8 1-2-14 -0-11-0 0-11-0 2-1-10 2-1-10 3-4-8 1-2-14 1-3-02-10-113-0-62-7-30-3-82-10-1110.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.08 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-6: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=198/0-3-8, 5=112/0-1-8 Max Horz 7=81(LC 8) Max Uplift7=-16(LC 9), 5=-32(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J02 Truss Type JACK-OPEN Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545957 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-SWzlXO65dGh59Yc3X7MnlT388rOYPcuEpcGj1tyh3ng Scale = 1:15.8 1 2 5 3 4 2x4 2x4 2-2-12 2-2-12 -0-11-0 0-11-0 2-2-12 2-2-12 0-11-02-0-66.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=159/0-3-8, 3=48/Mechanical, 4=20/Mechanical Max Horz 5=53(LC 9) Max Uplift5=-9(LC 9), 3=-17(LC 9) Max Grav 5=159(LC 1), 3=48(LC 1), 4=39(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J03 Truss Type JACK-OPEN Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545958 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-SWzlXO65dGh59Yc3X7MnlT388rOYPcuEpcGj1tyh3ng Scale = 1:15.8 1 2 5 3 4 2x4 2x4 2-2-12 2-2-12 -0-11-0 0-11-0 2-2-12 2-2-12 0-11-02-0-61-7-112-0-66.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=159/0-3-8, 3=48/Mechanical, 4=20/Mechanical Max Horz 5=53(LC 9) Max Uplift5=-9(LC 9), 3=-17(LC 9) Max Grav 5=159(LC 1), 3=48(LC 1), 4=39(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J04 Truss Type JACK-OPEN GIRDER Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545959 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-wjX7kk7jOZpymhBF4qt0IgcHFFk?838N1G?GZKyh3nf Scale = 1:15.0 1 2 5 6 3 7 4 2x4 2x4 2-0-9 2-0-1 -1-6-5 1-6-5 2-0-9 2-0-9 1-1-01-10-130-4-61-6-71-10-134.80 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=215/0-4-13, 3=20/Mechanical, 4=12/Mechanical Max Horz 5=55(LC 7) Max Uplift5=-32(LC 7), 3=-10(LC 4) Max Grav 5=215(LC 1), 3=20(LC 1), 4=34(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 17 lb up at 1-4-12 on top chord, and 3 lb down and 1 lb up at 1-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=1(B) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J05 Truss Type JACK-OPEN Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545960 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-wjX7kk7jOZpymhBF4qt0IgcJIFk?838N1G?GZKyh3nf Scale = 1:13.7 1 2 5 3 42x4 2x4 1-6-12 1-6-12 -0-11-0 0-11-0 1-6-12 1-6-12 0-11-01-8-61-3-111-8-66.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=141/0-3-8, 3=25/Mechanical, 4=12/Mechanical Max Horz 5=46(LC 9) Max Uplift5=-11(LC 9), 3=-11(LC 9) Max Grav 5=141(LC 1), 3=25(LC 1), 4=27(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J06 Truss Type HALF HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545961 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-wjX7kk7jOZpymhBF4qt0IgcIAFjN838N1G?GZKyh3nf Scale = 1:21.2 1 2 3 5 4 6 2x4 2x4 2x4 2x4 1-5-4 1-5-4 2-10-8 1-5-4 -0-11-0 0-11-0 2-9-0 2-9-0 2-10-8 0-1-8 1-1-02-11-02-7-80-3-82-11-08.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=180/0-3-8, 4=90/0-1-8 Max Horz 5=79(LC 6) Max Uplift5=-18(LC 9), 4=-27(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 2-8-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) 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. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J07 Truss Type JACK-OPEN Qty 5 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545962 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Ov4Vy48L9txpOrlReYOFqu8LMf0OtWNXGwlq5myh3ne Scale = 1:30.6 1 2 5 3 43x8 3x6 2-0-0 2-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 3-1-04-5-08.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.64 0.28 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.14 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=153/0-3-8, 4=18/Mechanical, 3=41/Mechanical Max Horz 5=104(LC 9) Max Uplift5=-14(LC 7), 4=-54(LC 9), 3=-62(LC 9) Max Grav 5=153(LC 1), 4=49(LC 7), 3=42(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J08 Truss Type JACK-OPEN Qty 11 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545963 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Ov4Vy48L9txpOrlReYOFqu8U0f4FtWNXGwlq5myh3ne Scale = 1:14.1 1 2 5 3 42x4 2x4 1-0-0 1-0-0 -0-11-0 0-11-0 1-0-0 1-0-0 1-1-01-9-00-5-31-3-131-9-08.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=132/0-3-8, 3=-5/Mechanical, 4=5/Mechanical Max Horz 5=52(LC 9) Max Uplift3=-12(LC 6), 4=-15(LC 9) Max Grav 5=132(LC 1), 3=8(LC 7), 4=16(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J09 Truss Type JACK-OPEN Qty 20 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545964 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Ov4Vy48L9txpOrlReYOFqu8PJf2qtWNXGwlq5myh3ne Scale = 1:32.9 1 2 5 6 3 4 3x6 3x4 4-4-0 4-4-0 -0-11-0 0-11-0 4-4-0 4-4-0 1-3-04-10-54-4-84-10-510.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 -0.04 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=235/0-3-8, 3=113/Mechanical, 4=46/Mechanical Max Horz 5=128(LC 9) Max Uplift3=-60(LC 9) Max Grav 5=235(LC 1), 3=113(LC 1), 4=81(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 4-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J10 Truss Type Jack-Open Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545965 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Ov4Vy48L9txpOrlReYOFqu8Tbf3dtWNXGwlq5myh3ne Scale = 1:19.6 1 2 5 6 3 4 2x4 2x4 2-8-5 2-8-5 -1-5-10 1-5-10 2-8-5 2-8-5 1-3-02-7-132-3-22-7-136.25 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=225/0-4-11, 3=50/Mechanical, 4=22/Mechanical Max Horz 5=77(LC 9) Max Uplift5=-16(LC 9), 3=-20(LC 9) Max Grav 5=225(LC 1), 3=50(LC 1), 4=47(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-5-10 to 1-6-6, Interior(1) 1-6-6 to 2-7-9 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J11 Truss Type JACK-OPEN Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545966 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-s5et9P9zwB3g0?KeCFvUN5hez3P?czdgVaUNeCyh3nd Scale = 1:19.7 1 2 5 3 4 2x4 2x4 2-4-8 2-4-8 -0-11-0 0-11-0 2-4-8 2-4-8 1-1-02-8-02-2-132-8-08.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=164/0-3-8, 3=53/Mechanical, 4=22/Mechanical Max Horz 5=73(LC 9) Max Uplift3=-26(LC 9) Max Grav 5=164(LC 1), 3=53(LC 1), 4=42(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J12 Truss Type Jack-Open Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545967 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-s5et9P9zwB3g0?KeCFvUN5hdx3PQczdgVaUNeCyh3nd Scale = 1:21.9 1 2 5 6 7 3 4 2x4 2x4 3-5-10 3-5-10 -1-5-10 1-5-10 3-5-10 3-5-10 1-3-03-0-116.25 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=249/0-4-11, 3=78/Mechanical, 4=32/Mechanical Max Horz 5=86(LC 9) Max Uplift5=-13(LC 9), 3=-28(LC 9) Max Grav 5=249(LC 1), 3=78(LC 1), 4=63(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-5-10 to 1-6-6, Interior(1) 1-6-6 to 3-4-14 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J13 Truss Type JACK-OPEN Qty 14 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545968 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-s5et9P9zwB3g0?KeCFvUN5heG3PdczdgVaUNeCyh3nd Scale = 1:22.1 1 2 5 3 4 2x4 3x4 2-2-0 2-2-0 -0-11-0 0-11-0 2-2-0 2-2-0 1-3-03-0-112-6-143-0-1110.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=157/0-3-8, 3=45/Mechanical, 4=19/Mechanical Max Horz 5=86(LC 9) Max Uplift3=-33(LC 9), 4=-8(LC 9) Max Grav 5=157(LC 1), 3=45(LC 1), 4=38(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J14 Truss Type JACK-OPEN Qty 3 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545969 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-KICGNl9cgUBXd9vqmzQjvJEpDSjXLQtqjEEwAeyh3nc Scale = 1:28.8 1 2 3 8 7 6 4 5 2x4 3x4 2x4 2x4 2x4 2-3-8 2-3-8 3-6-0 1-2-8 -0-11-0 0-11-0 2-3-8 2-3-8 3-6-0 1-2-8 1-3-04-2-03-6-03-8-30-8-010.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.17 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.02 (loc) 6 7 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-7: 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=204/0-3-8, 4=75/Mechanical, 5=49/Mechanical Max Horz 8=112(LC 9) Max Uplift4=-27(LC 9), 5=-21(LC 9) Max Grav 8=204(LC 1), 4=75(LC 1), 5=51(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-2-4, Interior(1) 2-2-4 to 3-5-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J15 Truss Type JACK-OPEN Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545970 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-KICGNl9cgUBXd9vqmzQjvJEmsSkELQtqjEEwAeyh3nc Scale = 1:16.5 1 2 5 3 4 2x4 3x6 1-11-9 1-11-9 -1-8-3 1-8-3 1-11-9 1-11-9 1-3-02-1-110-4-81-9-32-1-115.45 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=233/0-5-4, 3=11/Mechanical, 4=11/Mechanical Max Horz 5=66(LC 9) Max Uplift5=-31(LC 9), 3=-12(LC 6), 4=-2(LC 9) Max Grav 5=233(LC 1), 3=11(LC 1), 4=33(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J16 Truss Type JACK-OPEN Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545971 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-KICGNl9cgUBXd9vqmzQjvJEqOSlaLQtqjEEwAeyh3nc Scale = 1:16.6 1 2 5 3 4 2x4 2x4 2-2-12 2-2-12 -0-11-0 0-11-0 2-2-12 2-2-12 0-11-82-2-01-9-32-2-06.50 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=159/0-3-8, 3=48/Mechanical, 4=20/Mechanical Max Horz 5=58(LC 9) Max Uplift5=-6(LC 9), 3=-19(LC 9) Max Grav 5=159(LC 1), 3=48(LC 1), 4=39(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J17 Truss Type JACK-OPEN Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545972 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-oUmea5AERoJOFJU0JgyySWmxcs4T4t7zyuzUi5yh3nb Scale = 1:16.5 1 2 5 3 4 2x4 3x6 1-11-9 1-11-9 -1-8-3 1-8-3 1-11-9 1-11-9 1-3-02-1-115.45 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=233/0-5-4, 3=11/Mechanical, 4=11/Mechanical Max Horz 5=66(LC 9) Max Uplift5=-31(LC 9), 3=-12(LC 6), 4=-2(LC 9) Max Grav 5=233(LC 1), 3=11(LC 1), 4=33(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J18 Truss Type Jack-Open Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545973 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-oUmea5AERoJOFJU0JgyySWmyNs5o4t7zyuzUi5yh3nb Scale = 1:14.9 1 2 5 3 42x4 3x4 2-0-0 1-11-8 -1-8-0 1-8-0 2-0-0 2-0-0 1-1-01-10-104.80 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=232/0-4-13, 3=14/Mechanical, 4=11/Mechanical Max Horz 5=57(LC 9) Max Uplift5=-38(LC 9), 3=-10(LC 6) Max Grav 5=232(LC 1), 3=14(LC 1), 4=34(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J19 Truss Type Jack-Open Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545974 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-oUmea5AERoJOFJU0JgyySWm?1s5o4t7zyuzUi5yh3nb Scale = 1:15.1 1 2 5 3 42x4 2x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-11-01-11-01-6-51-11-06.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=161/0-3-8, 3=39/Mechanical, 4=17/Mechanical Max Horz 5=53(LC 9) Max Uplift5=-13(LC 9), 3=-14(LC 9) Max Grav 5=161(LC 1), 3=39(LC 1), 4=35(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss J20 Truss Type Jack-Open Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545975 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-GgK0nRBsC6SFtT3DtOTB?kJ0FGNqpKN7BYj1EXyh3na Scale = 1:31.3 1 2 5 6 3 4 3x8 3x6 2-5-8 2-5-8 -1-7-3 1-7-3 2-5-8 2-5-8 3-3-04-6-60-4-124-1-104-6-66.25 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.31 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 -0.18 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=232/0-4-11, 3=33/Mechanical, 4=21/Mechanical Max Horz 5=113(LC 9) Max Uplift3=-51(LC 9), 4=-47(LC 9) Max Grav 5=232(LC 1), 3=34(LC 7), 4=45(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-7-3 to 1-4-13, Interior(1) 1-4-13 to 2-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss M01 Truss Type Monopitch Qty 7 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545976 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-GgK0nRBsC6SFtT3DtOTB?kJ7TGOMpKr7BYj1EXyh3na Scale: 1/2"=1' 1 2 3 5 4 6 2x4 3x4 2x4 2x4 4-11-8 4-11-8 -0-11-0 0-11-0 4-11-8 4-11-8 0-11-03-4-120-3-86.00 12 Plate Offsets (X,Y)-- [4:0-1-15,0-0-7] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.21 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.07 0.00 (loc) 4-5 4-5 l/defl >999 >828 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=259/0-3-8, 4=181/0-1-8 Max Horz 5=85(LC 9) Max Uplift5=-1(LC 9), 4=-19(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 4-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss M02 Truss Type MONOPITCH Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545977 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-GgK0nRBsC6SFtT3DtOTB?kJA5GRRpKN7BYj1EXyh3na Scale = 1:11.9 1 2 3 5 4 2x4 3x8 2x4 -0-11-0 0-11-0 1-11-8 1-11-8 0-9-01-4-131-1-50-3-81-4-134.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=151/0-3-8, 4=46/0-1-8 Max Horz 5=33(LC 6) Max Uplift5=-27(LC 9), 4=-3(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) 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. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss M03 Truss Type JACK Qty 13 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545978 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ktuO?nCUzPa6UcePR5_QXxsK4gnBYnOGQCSanzyh3nZ Scale = 1:18.0 1 2 3 5 4 2x4 2x4 2x4 2x4 1-11-8 1-11-8 -0-11-0 0-11-0 1-11-8 1-11-8 1-1-02-4-110-3-88.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 5 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=151/0-3-8, 4=46/0-1-8 Max Horz 5=66(LC 9) Max Uplift4=-25(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss M04 Truss Type MONOPITCH Qty 8 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545979 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ktuO?nCUzPa6UcePR5_QXxsKngmlYndGQCSanzyh3nZ Scale = 1:15.8 1 2 3 5 4 6 7 2x4 3x8 2x4 3-11-8 3-11-8 -0-11-0 0-11-0 3-11-8 3-11-8 0-9-02-0-131-9-50-3-82-0-134.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=220/0-3-8, 4=137/0-1-8 Max Horz 5=51(LC 6) Max Uplift5=-23(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 3-9-12 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) 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. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss M05 Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545980 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ktuO?nCUzPa6UcePR5_QXxsLHgnaYndGQCSanzyh3nZ Scale = 1:11.9 Sheet Back Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 3x8 2x4 2x4 -0-11-0 0-11-0 1-11-8 1-11-8 0-9-01-4-134.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=152/1-11-8, 4=49/1-11-8 Max Horz 5=33(LC 8) Max Uplift5=-27(LC 9), 4=-3(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss M05A Truss Type MONOPITCH SUPPORTED Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545981 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-D3SmC7C6kjiz6mDb?oVf49OW147pHEsPesC8JQyh3nY Scale = 1:11.9 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 3x8 2x4 2x4 -0-11-0 0-11-0 1-11-8 1-11-8 0-9-01-4-134.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=152/1-11-8, 4=49/1-11-8 Max Horz 5=33(LC 8) Max Uplift5=-27(LC 9), 4=-3(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss MG01 Truss Type Monopitch Girder Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545982 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-D3SmC7C6kjiz6mDb?oVf49ORK44THE2PesC8JQyh3nY Scale: 1/2"=1' 1 2 3 5 46 7 3x4 3x6 3x8 4-10-12 4-10-12 -0-11-0 0-11-0 4-11-8 4-11-8 0-11-03-4-122-11-40-5-83-4-126.00 12 Plate Offsets (X,Y)-- [4:Edge,0-2-0], [5:0-3-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.24 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=328/0-3-8, 4=301/0-1-8 Max Horz 5=83(LC 6) Max Uplift5=-44(LC 7), 4=-51(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * 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. 4) 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. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 31 lb up at 2-0-12, and 99 lb down and 37 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=-93(B) 7=-99(B) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss MG02 Truss Type HALF HIP GIRDER Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545983 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hF09QTDkV1qqkwooYW0ucMxeNTQO0hhZtWxhrsyh3nX Scale = 1:21.4 1 2 3 4 7 6 58 4x6 3x4 3x8 2x4 3x6 0-1-42-5-12 2-5-12 4-2-0 1-8-4 4-11-8 0-9-8 -0-11-0 0-11-0 4-2-0 4-2-0 4-11-8 0-9-8 0-11-02-10-123-0-02-5-40-5-82-10-126.00 12 Plate Offsets (X,Y)-- [5:Edge,0-2-0], [7:0-5-0,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.19 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=310/0-3-8, 5=268/0-1-8 Max Horz 7=76(LC 6) Max Uplift7=-44(LC 7), 5=-52(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 29 lb up at 2-0-12, and 73 lb down and 38 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-73 8=-69 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss PB01 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545984 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hF09QTDkV1qqkwooYW0ucMxhjTSy0hiZtWxhrsyh3nX Scale = 1:22.8 2 3 4 5 6 7 8 13 12 11 10 1 14 9 3x6 3x4 3x4 2x4 6x6 2x4 2x4 2x4 2x4 2x4 2x4 0-1-1513-2-0 13-2-0 13-2-0 13-2-0 1-8-51-10-40-1-40-1-81-6-138.00 12 Plate Offsets (X,Y)-- [3:0-3-1,Edge], [7:0-3-2,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.09 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-2-0. (lb) - Max Horz 1=25(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 2, 8, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 13, 12, 11, 10 except 8=296(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-5 to 6-9-6, Interior(1) 6-9-6 to 10-4-10, Exterior(2) 10-4-10 to 12-10-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 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 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 2, 8, 12, 11. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss PB02 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545985 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9SZXdpEMGKyhM4N_6DX79aToLtnql8ji6AhFNIyh3nW Scale = 1:27.7 2 3 4 5 6 9 8 1 10 11 7 3x6 3x4 3x4 2x4 6x6 2x4 2x4 0-1-1513-2-0 13-2-0 13-2-0 13-2-0 3-4-53-6-40-1-40-1-83-2-138.00 12 Plate Offsets (X,Y)-- [2:0-3-15,0-0-0], [3:0-3-2,Edge], [4:0-3-2,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.32 0.12 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 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 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-2-0. (lb) - Max Horz 1=52(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 6, 8 except 1=-255(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 8 except 2=548(LC 1), 6=305(LC 14), 9=256(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 5-3-6, Exterior(2) 5-3-6 to 7-10-10, Interior(1) 12-5-1 to 12-10-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 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 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 6, 8 except (jt=lb) 1=255. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss PB03 Truss Type GABLE Qty 3 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545986 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-de7vr9F?1e4XzExAgx3Min00GH7QUaZsKqQowlyh3nV Scale = 1:34.7 2 3 4 5 6 10 9 8 1 11 12 13 14 7 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 13-2-0 13-2-0 6-7-0 6-7-0 13-2-0 6-7-0 4-4-110-1-40-1-88.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.09 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-2-0. (lb) - Max Horz 1=-67(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 7, 2, 6 except 9=255(LC 1), 10=301(LC 13), 8=301(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 6-7-0, Exterior(2) 6-7-0 to 9-7-0 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 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 6, 10, 8. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss PB04 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545987 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-de7vr9F?1e4XzExAgx3Min0?sH7NUbnsKqQowlyh3nV Scale = 1:24.3 2 3 4 5 6 9 8 1 10 11 12 7 3x6 3x4 3x4 2x4 6x6 2x4 2x4 0-1-1513-2-0 13-2-0 13-2-0 13-2-0 2-8-62-10-50-1-40-1-82-6-148.00 12 Plate Offsets (X,Y)-- [3:0-3-1,Edge], [5:0-3-2,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.10 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 13-2-0. (lb) - Max Horz 1=41(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9, 8 except 1=-133(LC 1), 7=-153(LC 1) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 2=330(LC 1), 6=360(LC 1), 9=314(LC 13), 8=343(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-8=-254/88 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-5 to 3-3-5, Interior(1) 3-3-5 to 4-3-8, Exterior(2) 4-3-8 to 12-10-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 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 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9, 8 except (jt=lb) 1=133, 7=153. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss PB06 Truss Type GABLE Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545988 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-5qhH2UGdoyCObOWMEeabE?ZBZhTkD2Y?ZUALSByh3nU Scale = 1:25.0 2 3 4 6 1 5 4x6 2x4 2x4 2x4 7-0-3 7-0-3 3-6-2 3-6-2 7-0-3 3-6-1 -0-0-42-10-132-11-10-1-00-1-810.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.09 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 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 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 7-0-3. (lb) - Max Horz 1=-46(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 4 except 1=-138(LC 1), 5=-138(LC 1) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 2=315(LC 1), 4=315(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4 except (jt=lb) 1=138, 5=138. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss PB07 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545989 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-5qhH2UGdoyCObOWMEeabE?ZDNhUnD2b?ZUALSByh3nU Scale = 1:25.0 Sheet Front Full Sheathing 1 Ply 7/16OSB8 2 3 4 5 6 10 9 8 1 7 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 7-0-3 7-0-3 3-6-2 3-6-2 7-0-3 3-6-1 -0-0-42-10-132-11-10-1-00-1-810.00 12 Plate Offsets (X,Y)-- [5:0-0-0,0-0-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.03 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 7-0-3. (lb) - Max Horz 1=-46(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 7, 2, 6, 9, 10, 8 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) 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. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 2, 6, 10, 8. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T01 Truss Type COMMON Qty 3 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545990 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Z1FfFqGFZFKFDX5ZnM5qnC5GP5nVyUt8o8vv_dyh3nT Scale: 3/8"=1' 1 2 3 4 5 8 7 6 9 10 11 12 4x6 6x10 6x10 2x4 6-3-8 6-3-8 12-7-0 6-3-8 -0-11-0 0-11-0 6-3-8 6-3-8 12-7-0 6-3-8 13-6-0 0-11-0 0-11-04-0-120-11-06.00 12 Plate Offsets (X,Y)-- [6:Edge,0-3-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.52 0.25 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.10 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 37 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* 3-7: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=555/0-3-8, 6=555/0-3-8 Max Horz 8=65(LC 8) Max Uplift8=-18(LC 9), 6=-18(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-572/52, 9-10=-488/56, 3-10=-477/74, 3-11=-477/74, 11-12=-488/56, 4-12=-572/52, 2-8=-489/130, 4-6=-489/130 BOT CHORD 7-8=0/427, 6-7=0/427 WEBS 3-7=0/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 6-3-8, Exterior(2) 6-3-8 to 9-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T02 Truss Type Half Hip Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545991 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-Z1FfFqGFZFKFDX5ZnM5qnC5N_5qyyVi8o8vv_dyh3nT Scale = 1:21.1 1 2 3 4 7 6 5 8 5x6 2x4 3x4 2x4 3x4 3x6 1-8-13 1-8-13 3-5-10 1-8-13 -1-0-0 1-0-0 2-9-0 2-9-0 3-5-10 0-8-10 1-1-02-11-08.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.02 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=117/Mechanical, 7=210/0-3-8 Max Horz 7=81(LC 6) Max Uplift5=-26(LC 6), 7=-21(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-9-0, Exterior(2) 2-9-0 to 3-4-6 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T03 Truss Type SCISSORS Qty 3 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545992 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-1Dp2TAHtKZS6qhglL3c3JQeNAU1ZhwtI1ofSW3yh3nS Scale = 1:28.0 1 2 3 4 5 8 7 6 9 10 11 12 4x6 8x8 5x6 8x8 7-1-4 7-1-4 14-2-8 7-1-4 -0-11-0 0-11-0 7-1-4 7-1-4 14-2-8 7-1-4 15-1-8 0-11-0 0-9-03-1-70-9-01-1-54.00 12 2.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.58 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.33 0.14 (loc) 7 7 6 l/defl >999 >499 n/a L/d 240 180 n/a PLATES MT20 Weight: 39 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x6 SP 2400F 2.0E *Except* 3-7: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=619/0-5-8, 6=619/0-5-8 Max Horz 8=37(LC 8) Max Uplift8=-19(LC 9), 6=-19(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1227/52, 9-10=-1153/60, 3-10=-1139/72, 3-11=-1139/81, 11-12=-1153/68, 4-12=-1227/57, 2-8=-706/131, 4-6=-706/135 BOT CHORD 7-8=-25/1101, 6-7=-25/1101 WEBS 3-7=0/506 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 7-1-4, Exterior(2) 7-1-4 to 10-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T04 Truss Type SCISSORS Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545993 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-1Dp2TAHtKZS6qhglL3c3JQeO0UzVhw7I1ofSW3yh3nS Scale = 1:25.4 1 2 3 4 7 6 5 8 9 10 11 4x6 4x6 8x8 5x6 3x6 7-1-4 7-1-4 13-9-0 6-7-12 -0-11-0 0-11-0 7-1-4 7-1-4 13-9-0 6-7-12 0-9-03-1-70-10-90-0-41-1-14.00 12 2.00 12 Plate Offsets (X,Y)-- [5:0-0-4,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.84 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.46 0.18 (loc) 6 6-7 5 l/defl >898 >346 n/a L/d 240 180 n/a PLATES MT20 Weight: 37 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 3-4: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SP 2400F 2.0E *Except* 3-6: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=603/0-5-8, 5=529/Mechanical Max Horz 7=40(LC 8) Max Uplift7=-20(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1133/77, 8-9=-1059/89, 3-9=-1047/101, 3-10=-1047/108, 10-11=-1060/95, 4-11=-1125/95, 2-7=-672/134, 4-5=-579/99 BOT CHORD 6-7=-74/1011, 5-6=-73/1007 WEBS 3-6=0/453 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 7-1-4, Exterior(2) 7-1-4 to 10-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Refer to girder(s) for truss to truss connections. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T05 Truss Type ROOF SPECIAL Qty 3 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545994 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-1Dp2TAHtKZS6qhglL3c3JQeUzU49hrdI1ofSW3yh3nS Scale = 1:41.7 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 4x6 2x4 2x4 4x8 4x8 2x4 2x4 3x8 3x6 3x6 3x12 3x12 2-3-8 2-3-8 8-3-8 6-0-0 14-3-8 6-0-0 16-7-0 2-3-8 -0-11-0 0-11-0 2-3-8 2-3-8 8-3-8 6-0-0 14-3-8 6-0-0 16-7-0 2-3-8 17-6-0 0-11-0 0-11-85-5-60-11-80-8-06.50 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.41 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.13 0.07 (loc) 10-11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 63 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-13,5-9: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-14,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 14=715/0-3-8, 8=715/0-3-8 Max Horz 14=-92(LC 7) Max Uplift14=-16(LC 9), 8=-16(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1181/55, 3-15=-808/31, 4-15=-718/48, 4-16=-718/51, 5-16=-808/34, 5-6=-1181/49, 2-14=-680/60, 6-8=-680/63 BOT CHORD 11-12=-36/1106, 10-11=-17/1106 WEBS 4-11=0/406, 5-11=-515/89, 3-11=-515/96, 2-12=-22/988, 6-10=-15/988 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-2-4, Interior(1) 2-2-4 to 8-3-8, Exterior(2) 8-3-8 to 11-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 8. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T05A Truss Type ROOF SPECIAL Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545995 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-VPNQgWIV5tazSrFxvm7IsdBfjuQMQGXRFSO03Wyh3nR Scale = 1:41.4 1 2 3 4 5 6 13 12 11 10 9 8 7 14 15 16 4x6 3x6 2x4 2x4 4x8 4x8 2x4 2x4 3x8 3x6 3x12 3x12 2-3-8 2-3-8 8-3-8 6-0-0 14-3-8 6-0-0 16-7-0 2-3-8 -0-11-0 0-11-0 2-3-8 2-3-8 8-3-8 6-0-0 14-3-8 6-0-0 16-7-0 2-3-8 0-11-85-5-60-11-80-8-06.50 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.41 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.13 0.07 (loc) 10-11 9-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-12,5-8: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-13,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 13=717/0-3-8, 7=650/0-3-8 Max Horz 13=91(LC 8) Max Uplift13=-17(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1185/66, 3-14=-813/36, 4-14=-723/53, 4-15=-723/59, 15-16=-724/42, 5-16=-813/27, 5-6=-1203/72, 2-13=-682/61, 6-7=-617/34 BOT CHORD 10-11=-73/1109, 9-10=-69/1131 WEBS 4-10=0/408, 5-10=-537/99, 3-10=-515/104, 2-11=-43/991, 6-9=-53/1002 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-2-4, Interior(1) 2-2-4 to 8-3-8, Exterior(2) 8-3-8 to 11-3-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T06 Truss Type ROOF SPECIAL Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545996 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-_cxousJ7sAiq4?q8TUeXOrjgYIiw9fybU68Zbyyh3nQ Scale = 1:87.0 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 27 28 5x6 5x6 3x8 3x4 3x6 4x6 3x4 12x18 MT18HS 3x6 6x8 3x6 8x10 4x10 2x4 3x6 4x8 4x8 3x4 5x6 5x6 0-1-154-11-14 4-11-14 11-5-12 6-5-14 16-7-0 5-1-4 23-11-2 7-4-2 31-3-4 7-4-2 40-5-8 9-2-4 45-11-0 5-5-8 -0-11-0 0-11-0 8-3-8 8-3-8 11-5-12 3-2-4 16-7-0 5-1-4 23-11-2 7-4-2 31-3-4 7-4-2 35-10-6 4-7-2 40-5-8 4-7-2 45-11-0 5-5-8 46-10-0 0-11-0 0-11-85-5-63-6-126-5-61-1-01-0-04-6-126.50 12 8.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-12], [4:0-3-0,0-1-13], [10:0-3-2,Edge], [11:0-3-0,0-1-12], [16:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.58 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.46 0.08 (loc) 14-15 14-15 15 l/defl >932 >375 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 181 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 5-17: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-15: 2x4 SPF No.2, 2-22: 2x6 SPF No.2, 11-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 6-15, 9-15 REACTIONS.(lb/size) 22=1070/0-3-8, 15=2581/0-3-8, 13=125/0-3-8 Max Horz 22=107(LC 8) Max Uplift22=-16(LC 9), 13=-30(LC 9) Max Grav 22=1070(LC 1), 15=2581(LC 1), 13=153(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-1369/23, 23-24=-1238/44, 3-24=-1224/65, 3-4=-2128/137, 4-5=-1868/92, 5-6=-1857/119, 6-7=0/1691, 7-8=0/1691, 8-25=0/1693, 9-25=0/1693, 10-27=0/251, 2-22=-1030/95 BOT CHORD 21-22=-128/508, 20-21=0/1073, 19-20=0/1073, 18-19=-7/1868, 5-18=-423/84, 15-16=0/380, 14-15=-790/59 WEBS 3-19=-55/1466, 4-19=-1184/111, 16-18=0/324, 6-18=-47/1610, 6-16=0/288, 6-15=-2392/74, 8-15=-380/91, 9-15=-1236/72, 9-14=0/888, 10-14=-377/72, 2-21=0/707, 11-14=-262/126 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 8-3-8, Exterior(2) 8-3-8 to 43-5-8, Interior(1) 43-5-8 to 46-10-0 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) 15 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 capable of withstanding 100 lb uplift at joint(s) 22, 13. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T07 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545997 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-SoUA5CJldUqhh9PK0B9mx2Gu_i30u6ekjmt67Oyh3nP Scale = 1:87.4 Sheet Front Left Option 0-1-10 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 26 27 28 29 30 31 32 5x6 5x12 3x6 5x12 3x6 3x4 3x6 3x6 4x6 3x6 4x6 4x8 2x4 8x10 3x6 4x8 3x4 4x8 4x8 3x4 3x6 3x4 5x8 0-1-10 0-1-10 3-5-15 3-4-5 6-9-6 3-3-7 10-0-14 3-3-7 16-7-0 6-6-2 23-11-2 7-4-2 31-3-4 7-4-2 39-3-12 8-0-8 45-11-0 6-7-4 -0-11-0 0-11-0 2-10-13 2-10-13 5-7-3 2-8-5 8-3-8 2-8-5 8-3-10 0-0-2 10-0-14 1-9-4 16-7-0 6-6-2 23-11-2 7-4-2 31-3-4 7-4-2 39-3-12 8-0-8 45-11-0 6-7-4 46-10-0 0-11-0 0-11-85-5-64-5-136-5-61-1-01-0-05-5-136.50 12 8.00 12 Plate Offsets (X,Y)-- [8:0-2-8,0-1-8], [10:0-3-4,0-1-8], [11:0-8-0,0-1-8], [12:0-3-8,Edge], [18:0-3-12,0-1-12] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.53 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.39 0.06 (loc) 7 20-21 16 l/defl >999 >953 n/a L/d 240 180 n/a PLATES MT20 Weight: 196 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 7-19: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-25,12-14: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-13 max.): 6-11. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 5-9-0 oc bracing: 16-18 6-0-0 oc bracing: 15-16. WEBS 1 Row at midpt 10-16 REACTIONS.(lb/size) 16=2422/0-3-8 (req. 0-3-13), 25=1144/0-3-8, 14=296/0-3-8 Max Horz 25=107(LC 8) Max Uplift25=-17(LC 9), 14=-35(LC 9) Max Grav 16=2422(LC 1), 25=1144(LC 1), 14=323(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-27=-1413/90, 4-27=-1385/99, 4-5=-1447/130, 5-6=-1083/112, 6-28=-1711/138, 7-28=-1711/138, 7-8=-1701/140, 8-9=-642/120, 9-10=-642/120, 2-25=-259/75, 12-14=-268/91 BOT CHORD 24-25=-1/1179, 23-24=0/1269, 22-23=0/1269, 21-22=0/1641, 20-21=0/1644, 7-20=-449/110, 17-18=-892/69, 16-17=-892/69, 16-32=-892/69, 15-32=-892/69 WEBS 5-22=-87/1091, 6-22=-1148/70, 18-20=0/581, 8-20=-39/1223, 8-18=-1027/120, 10-18=-51/1880, 10-16=-2177/166, 10-15=-15/1065, 11-15=-396/89, 3-25=-1328/27 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 8-3-8, Exterior(2) 8-3-8 to 43-6-11, Interior(1) 43-6-11 to 46-10-0 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 3) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 14. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T08 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545998 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-SoUA5CJldUqhh9PK0B9mx2GtWi_7u4_kjmt67Oyh3nP Scale = 1:86.3 12 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 25 26 27 28 29 30 31 32 33 34 5x6 3x6 3x6 3x8 3x6 3x6 4x6 4x6 2x4 3x12 5x8 3x6 3x6 3x4 3x8 4x6 3x4 3x6 3x8 9-1-14 9-1-14 20-2-9 11-0-11 31-3-4 11-0-11 36-9-2 5-5-14 45-11-0 9-1-14 -0-11-0 0-11-0 3-11-7 3-11-7 9-1-14 5-2-7 16-6-5 7-4-7 23-10-13 7-4-7 31-3-4 7-4-7 36-9-2 5-5-14 41-11-9 5-2-7 45-11-0 3-11-7 46-10-0 0-11-0 1-1-07-0-57-2-41-1-07-0-58.00 12 Plate Offsets (X,Y)-- [4:0-3-2,Edge], [9:0-4-0,0-1-9], [14:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.84 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.69 0.06 (loc) 18-20 16-18 16 l/defl >999 >539 n/a L/d 240 180 n/a PLATES MT20 Weight: 184 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 17-19: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 6-16: 2x4 SPF No.2, 2-21,11-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-3 max.): 4-9. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-20, 6-16, 9-16 REACTIONS.(lb/size) 16=2728/0-3-8 (req. 0-4-4), 21=1256/0-3-8, 13=270/0-3-8 Max Horz 21=-128(LC 7) Max Uplift21=-10(LC 9), 13=-19(LC 9) Max Grav 16=2728(LC 1), 21=1265(LC 13), 13=296(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-23=-1479/69, 4-23=-1394/101, 4-24=-1160/113, 24-25=-1160/113, 5-25=-1163/113, 5-6=-1120/89, 6-7=0/794, 7-8=0/794, 8-26=0/793, 26-27=0/794, 9-27=0/796, 9-28=-14/328, 10-28=-33/275, 2-21=-261/67 BOT CHORD 20-21=-34/1172, 19-20=0/1310, 19-30=0/1310, 30-31=0/1310, 18-31=0/1310, 17-18=0/655, 17-32=0/655, 32-33=0/655, 16-33=0/655, 15-16=-255/115, 15-34=-255/115, 14-34=-255/115 WEBS 4-20=0/412, 5-20=-288/44, 5-18=-406/109, 6-18=0/977, 6-16=-1923/90, 8-16=-415/109, 9-16=-969/41, 9-14=0/349, 10-14=-290/115, 3-21=-1401/83, 10-13=-6/280 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 9-1-14, Exterior(2) 9-1-14 to 41-0-1, Interior(1) 41-0-1 to 46-10-0 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 3) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21, 13. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T09 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34545999 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-w_2YJYKONoyYJJ_Wavh?UGp?t6JndawuxQdgfryh3nO Scale = 1:87.4 12 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 24 25 26 27 28 29 30 31 32 33 5x6 3x6 3x6 3x8 3x6 4x6 5x6 5x6 3x6 5x8 3x6 12x12 5x8 3x6 6x16 3x6 0-1-1511-7-14 11-7-14 21-5-9 9-9-11 31-3-4 9-9-11 34-3-2 2-11-14 45-11-0 11-7-14 -0-11-0 0-11-0 5-11-11 5-11-11 11-7-14 5-8-3 19-2-5 7-6-7 26-8-11 7-6-7 34-3-2 7-6-7 39-11-5 5-8-3 45-11-0 5-11-11 46-10-0 0-11-0 1-1-08-8-58-10-41-1-08-8-58.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-0], [4:0-3-2,Edge], [8:0-4-0,0-1-9], [14:0-4-12,0-3-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.99 0.94 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.41 -1.03 0.05 (loc) 19-20 19-20 15 l/defl >917 >363 n/a L/d 240 180 n/a PLATES MT20 Weight: 196 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 12-14: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 5-19,7-15: 2x4 SPF No.2, 2-20,10-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-15 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-19, 5-17, 7-15, 8-15, 3-20 REACTIONS.(lb/size) 15=2619/0-3-8 (req. 0-4-2), 20=1275/0-3-8, 12=305/0-3-8 Max Horz 20=-155(LC 7) Max Uplift20=-12(LC 9), 12=-24(LC 9) Max Grav 15=2619(LC 1), 20=1285(LC 13), 12=347(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-443/29, 3-21=-403/54, 3-22=-1393/87, 4-22=-1295/122, 4-23=-1079/132, 5-23=-1081/131, 5-6=-883/123, 6-7=-883/123, 7-24=0/577, 8-24=0/579, 8-25=-15/405, 9-25=-36/341, 9-26=-342/47, 10-26=-371/22, 2-20=-430/94, 10-12=-377/90 BOT CHORD 20-27=-22/1215, 27-28=-22/1215, 19-28=-22/1215, 18-19=0/1028, 18-29=0/1028, 29-30=0/1028, 17-30=0/1028, 16-17=0/258, 16-31=0/258, 15-31=0/258, 14-15=-305/134, 13-14=-305/134 WEBS 4-19=0/368, 5-17=-569/104, 7-17=0/1190, 7-15=-1687/121, 8-15=-928/41, 8-13=0/446, 9-13=-353/134, 3-20=-1197/67, 9-12=0/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 11-7-14, Exterior(2) 11-7-14 to 38-6-1, Interior(1) 38-6-1 to 46-10-0 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 3) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 12. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T10 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546000 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-OAcwWuL0854PxSZj8cCE0TLC8VgWM?c1A3MDCHyh3nN Scale = 1:93.8 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 24 25 26 27 28 29 30 5x12 5x8 3x12 5x12 3x4 3x6 3x6 3x6 2x4 5x8 6x8 4x6 3x6 3x4 6x6 5x8 3x6 0-1-158-1-5 8-1-5 14-1-14 6-0-9 22-11-8 8-9-10 31-5-0 8-5-8 31-9-2 0-4-2 37-9-10 6-0-9 45-7-8 7-9-14 -1-0-0 1-0-0 8-1-5 8-1-5 14-1-14 6-0-9 22-11-8 8-9-10 31-9-2 8-9-10 37-9-10 6-0-9 45-7-8 7-9-14 1-1-010-4-510-6-41-3-510-4-58.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-3-0], [5:0-4-0,0-1-9], [8:0-3-0,0-3-4], [9:0-3-8,0-3-0], [11:Edge,0-1-12], [13:0-2-8,0-1-8], [18:0-2-8,0-1-8], [19:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.85 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.50 0.04 (loc) 16-18 16-18 12 l/defl >999 >752 n/a L/d 240 180 n/a PLATES MT20 Weight: 207 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-16,8-16,2-20,8-14: 2x4 SPF No.2, 11-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-1 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-5 max.): 5-8. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-18, 5-16, 6-16, 8-16, 10-14, 8-14 REACTIONS.(lb/size) 20=1377/0-3-8, 14=2593/0-3-8 (req. 0-4-1), 12=340/Mechanical Max Horz 20=182(LC 8) Max Uplift20=-12(LC 9) Max Grav 20=1392(LC 13), 14=2593(LC 1), 12=378(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-1752/39, 3-21=-1615/87, 3-4=-1365/114, 4-22=-1353/117, 5-22=-1253/153, 5-23=-747/156, 6-23=-750/155, 6-24=-747/154, 7-24=-747/154, 7-8=-746/155, 8-25=0/468, 9-25=0/313, 9-10=0/306, 11-26=-300/53, 11-12=-308/44, 2-20=-1311/117 BOT CHORD 19-20=-111/426, 19-27=-3/1344, 18-27=-3/1344, 17-18=0/1042, 17-28=0/1042, 16-28=0/1042, 16-29=-411/140, 15-29=-411/140, 14-15=-411/140 WEBS 3-18=-428/94, 5-18=0/650, 5-16=-471/13, 6-16=-627/156, 8-16=-72/1714, 10-14=-584/94, 10-13=0/306, 2-19=0/923, 8-14=-1879/112 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 14-1-14, Exterior(2) 14-1-14 to 36-0-1, Interior(1) 36-0-1 to 45-5-12 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 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 0% 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, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T11 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546001 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-OAcwWuL0854PxSZj8cCE0TLEdViqM?y1A3MDCHyh3nN Scale = 1:101.4 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 3x6 5x8 5x8 3x6 3x4 3x6 3x6 3x6 3x6 2x4 6x8 3x6 3x6 3x6 3x4 5x6 5x8 3x6 8-1-5 8-1-5 16-7-14 8-6-9 22-11-8 6-3-10 29-3-2 6-3-10 31-3-4 2-0-2 37-9-10 6-6-6 45-7-8 7-9-14 -0-11-0 0-11-0 8-1-5 8-1-5 16-7-14 8-6-9 22-11-8 6-3-10 29-3-2 6-3-10 37-9-10 8-6-8 45-7-8 7-9-14 1-1-012-0-512-2-41-3-512-0-58.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-1-9], [7:0-4-0,0-1-9], [10:Edge,0-1-12], [12:0-2-8,0-1-8], [18:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.76 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.37 0.05 (loc) 13-15 13-15 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 225 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-18,9-13,9-12,10-12,2-18: 2x3 SPF No.2, 10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-15. WEBS 1 Row at midpt 3-16, 5-15, 6-15, 7-15, 9-13 2 Rows at 1/3 pts 7-13 REACTIONS.(lb/size) 19=1398/0-3-8, 13=2530/0-3-8 (req. 0-3-15), 11=389/Mechanical Max Horz 19=208(LC 8) Max Uplift19=-10(LC 9) Max Grav 19=1410(LC 13), 13=2530(LC 1), 11=432(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-1821/44, 3-20=-1582/84, 3-4=-1250/111, 4-21=-1107/134, 5-21=-1092/162, 5-22=-669/171, 6-22=-671/171, 6-23=-673/171, 7-23=-669/173, 7-24=0/465, 8-24=0/323, 10-25=-393/20, 10-11=-360/51, 2-19=-1344/109 BOT CHORD 18-19=-140/341, 18-26=-6/1412, 17-26=-6/1412, 16-17=-6/1412, 16-27=0/905, 15-27=0/905 WEBS 3-18=0/287, 3-16=-620/107, 5-16=0/643, 5-15=-518/20, 6-15=-433/101, 7-15=-32/1341, 9-13=-646/123, 9-12=0/293, 2-18=0/1076, 7-13=-1786/79 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 16-7-14, Exterior(2) 16-7-14 to 33-6-1, Interior(1) 33-6-1 to 45-5-12 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 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 16% 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, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T12 Truss Type PIGGYBACK BASE Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546002 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-sNAJkDMevPCGYc7viKjTZhuPov2Y5SfAPj6mkjyh3nM Scale = 1:99.7 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 30 3x6 6x8 5x8 3x6 3x4 3x6 3x6 3x6 3x6 2x4 6x8 4x6 3x6 3x6 3x4 5x6 3x6 5x8 8-1-6 8-1-6 16-4-8 8-3-3 22-11-8 6-7-0 29-6-8 6-7-0 31-3-4 1-8-12 37-9-11 6-6-7 45-7-8 7-9-13 -0-11-0 0-11-0 8-1-6 8-1-6 16-4-8 8-3-3 22-11-8 6-7-0 29-6-8 6-7-0 37-9-11 8-3-3 45-7-8 7-9-13 1-1-012-0-01-3-512-0-08.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-1-9], [7:0-5-4,0-2-4], [10:Edge,0-1-12], [12:0-2-8,0-1-8], [18:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.73 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.34 0.04 (loc) 13-15 16-18 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 224 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-18,9-13,9-12,10-12,2-18: 2x3 SPF No.2, 10-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-15. WEBS 1 Row at midpt 3-16, 5-15, 6-15, 7-15, 9-13 2 Rows at 1/3 pts 7-13 REACTIONS.(lb/size) 19=1382/0-3-8, 13=2539/0-3-8 (req. 0-4-0), 11=390/Mechanical Max Horz 19=-191(LC 7) Max Uplift19=-7(LC 9) Max Grav 19=1396(LC 13), 13=2539(LC 1), 11=437(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-1799/38, 3-20=-1560/78, 3-4=-1227/104, 4-21=-1094/126, 5-21=-1075/154, 5-22=-648/165, 6-22=-647/165, 6-23=-648/165, 7-23=-648/165, 7-24=0/468, 8-24=0/326, 10-25=-399/14, 10-11=-366/50, 2-19=-1331/105 BOT CHORD 18-19=-118/346, 18-26=0/1393, 17-26=0/1393, 16-17=0/1393, 16-27=0/902, 15-27=0/902 WEBS 3-18=0/288, 3-16=-621/106, 5-16=0/645, 5-15=-538/18, 6-15=-437/102, 7-15=-35/1360, 9-13=-644/119, 9-12=0/299, 7-13=-1796/84, 2-18=0/1053 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 16-4-8, Exterior(2) 16-4-8 to 33-9-7, Interior(1) 33-9-7 to 45-5-12 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 16% 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, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T13 Truss Type PIGGYBACK BASE Qty 4 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546003 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-sNAJkDMevPCGYc7viKjTZhuOIv2Z5SaAPj6mkjyh3nM Scale = 1:99.2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 27 28 29 3x6 5x8 5x8 3x6 3x4 3x6 3x6 3x6 3x6 2x4 6x8 4x6 3x6 3x6 3x4 5x6 6x6 3x6 8-1-6 8-1-6 16-4-8 8-3-3 22-11-8 6-7-0 29-6-8 6-7-0 31-3-4 1-8-12 37-9-11 6-6-7 45-7-8 7-9-13 8-1-6 8-1-6 16-4-8 8-3-3 22-11-8 6-7-0 29-6-8 6-7-0 37-9-11 8-3-3 45-7-8 7-9-13 1-1-012-0-01-3-512-0-08.00 12 Plate Offsets (X,Y)-- [4:0-5-8,0-1-12], [6:0-5-4,0-2-4], [9:Edge,0-1-12], [11:0-2-8,0-1-8], [17:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.80 0.73 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.34 0.04 (loc) 12-14 15-17 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 223 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-17,8-12,8-11,9-11,1-17: 2x3 SPF No.2, 9-10,1-18: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-14. WEBS 1 Row at midpt 2-15, 4-14, 5-14, 6-14, 8-12 2 Rows at 1/3 pts 6-12 REACTIONS.(lb/size) 18=1314/Mechanical, 12=2550/0-3-8 (req. 0-4-0), 10=384/Mechanical Max Horz 18=-171(LC 7) Max Grav 18=1329(LC 13), 12=2550(LC 1), 10=434(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-1795/45, 2-19=-1556/78, 2-3=-1226/105, 3-20=-1092/126, 4-20=-1071/155, 4-21=-643/162, 5-21=-643/162, 5-22=-643/162, 6-22=-643/162, 6-23=0/478, 7-23=0/336, 9-24=-395/11, 9-10=-363/48, 1-18=-1263/73 BOT CHORD 17-18=-120/274, 17-25=0/1398, 16-25=0/1398, 15-16=0/1398, 15-26=0/898, 14-26=0/898 WEBS 2-17=0/284, 2-15=-631/107, 4-15=0/651, 4-14=-541/19, 5-14=-437/103, 6-14=-35/1364, 8-12=-645/119, 8-11=0/299, 6-12=-1805/87, 1-17=0/1158 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 16-4-8, Exterior(2) 16-4-8 to 33-9-7, Interior(1) 33-9-7 to 45-5-12 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 3) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T14 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546004 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-KZkhxZNGgjK7Ami5F1Ei5uRbDJSJqxxKeNrKG9yh3nL Scale = 1:90.9 1 2 3 4 5 6 7 8 9 10 22 21 20 19 18 17 16 14 13 12 11 23 24 25 26 27 28 29 30 31 32 15 5x8 3x6 4x10 3x4 3x6 3x6 4x6 3x4 3x4 3x4 3x6 3x8 2x4 3x6 6x8 3x8 3x8 6x10 5x8 4x8 0-1-158-2-0 8-2-0 15-7-13 7-5-13 23-1-11 7-5-13 30-7-8 7-5-13 31-5-0 0-9-8 31-11-0 0-6-0 37-9-0 5-10-0 45-7-8 7-10-8 -0-11-0 0-11-0 8-2-0 8-2-0 15-7-13 7-5-13 23-1-11 7-5-13 30-7-8 7-5-13 31-11-0 1-3-8 37-9-0 5-10-0 45-7-8 7-10-8 1-1-06-4-66-6-51-3-50-7-46-4-68.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-12], [3:0-4-0,0-1-9], [9:0-4-0,0-1-9], [16:0-6-0,0-3-8], [17:Edge,0-2-8], [18:0-2-8,0-1-8], [21:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.66 0.51 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.25 0.04 (loc) 19-21 19-21 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 200 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 7-17,8-13: 2x3 SPF No.2, 14-16: 2x6 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 6-16: 2x4 SPF No.2, 2-22,10-11: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-4 max.): 3-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,14-15. WEBS 1 Row at midpt 6-16, 9-14 REACTIONS.(lb/size) 22=1286/0-3-8, 11=258/Mechanical, 15=2365/0-3-8 Max Horz 22=118(LC 8) Max Uplift22=-13(LC 9) Max Grav 22=1286(LC 1), 11=268(LC 14), 15=2365(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-1591/50, 23-24=-1469/69, 3-24=-1444/97, 3-25=-1475/137, 25-26=-1475/137, 4-26=-1477/137, 4-5=-1475/136, 5-6=-1475/136, 6-7=0/608, 7-8=0/681, 8-27=0/673, 27-28=0/674, 9-28=0/677, 2-22=-1220/126 BOT CHORD 21-22=-174/445, 21-31=-2/1203, 20-31=-2/1203, 19-20=-2/1203, 19-32=0/916, 18-32=0/916, 15-16=-989/112, 14-15=-617/98 WEBS 3-21=0/263, 3-19=-24/436, 4-19=-497/122, 6-19=-33/721, 6-18=0/263, 16-18=-11/769, 6-16=-1855/61, 9-14=-895/41, 9-12=0/329, 2-21=0/873 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 8-2-0, Exterior(2) 8-2-0 to 41-11-15, Interior(1) 41-11-15 to 45-4-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T15 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546005 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-olI38vNuR0T_owHHpllxe6zkmjgFZPGTs1btpcyh3nK Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 22 21 20 19 18 17 15 14 13 12 23 24 25 26 27 28 29 30 31 32 16 3x4 5x6 3x6 3x4 3x8 MT18HS 3x6 3x4 8x8 4x6 3x4 3x8 3x6 3x6 3x8 4x6 8x8 5x8 3x8 3x6 4x8 4x8 0-1-1510-8-0 10-8-0 20-7-12 9-11-12 30-7-8 9-11-12 31-5-0 0-9-8 31-11-0 0-6-0 35-3-0 3-4-0 45-7-8 10-4-8 4-11-4 4-11-4 10-8-0 5-8-12 17-3-13 6-7-13 23-11-11 6-7-13 30-7-8 6-7-13 31-11-0 1-3-8 35-3-0 3-4-0 40-9-6 5-6-6 45-7-8 4-10-2 1-1-08-0-68-2-51-3-50-7-48-0-68.00 12 Plate Offsets (X,Y)-- [3:0-3-2,Edge], [9:0-4-0,0-1-9], [15:0-6-0,0-4-0], [17:0-2-12,0-4-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.80 0.97 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.49 -0.70 0.05 (loc) 19-21 21-22 16 l/defl >758 >532 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 216 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 15-17: 2x8 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 5-17: 2x4 SPF No.2, 11-12,1-22: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-15 max.): 3-9. BOT CHORD Structural wood sheathing directly applied or 1-4-12 oc bracing. Except: 6-0-0 oc bracing: 14-15 WEBS 1 Row at midpt 4-21, 4-19, 5-17, 9-15, 2-22 REACTIONS.(lb/size) 12=261/Mechanical, 22=1200/Mechanical, 16=2365/0-3-8 Max Horz 22=135(LC 8) Max Grav 12=293(LC 14), 22=1209(LC 13), 16=2365(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-334/0, 2-23=-287/11, 2-24=-1438/75, 3-24=-1338/110, 3-25=-1113/119, 25-26=-1114/119, 4-26=-1116/119, 4-5=-956/103, 5-6=0/458, 6-7=0/458, 7-27=0/468, 8-27=0/468, 8-28=0/534, 9-28=0/538, 9-29=-39/284 BOT CHORD 21-22=-58/1218, 21-31=0/1130, 20-31=0/1130, 20-32=0/1130, 19-32=0/1130, 18-19=0/317, 7-17=-306/80, 16-17=-537/150, 15-16=-934/168, 8-15=-439/56 WEBS 3-21=0/405, 4-19=-459/98, 5-19=0/811, 17-19=-4/342, 5-17=-1561/89, 8-17=-46/366, 9-15=-863/59, 9-13=0/445, 10-13=-320/127, 2-22=-1374/104 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 10-8-0, Exterior(2) 10-8-0 to 39-5-15, Interior(1) 39-5-15 to 45-5-12 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T16 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546006 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-GysRMFOWCKbrP4sUNSGABJWtl71IIptd5hKRL2yh3nJ Scale = 1:92.0 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 11 20 21 22 23 24 25 26 27 28 29 5x12 5x6 3x6 6x6 3x6 3x6 3x6 3x8 4x6 5x6 5x6 4x8 3x6 3x6 3x4 6x6 5x6 3x6 0-1-158-1-5 8-1-5 13-2-0 5-0-11 22-2-10 9-0-10 31-3-4 9-0-10 32-9-0 1-5-12 37-9-11 5-0-10 45-7-8 7-9-13 8-1-5 8-1-5 13-2-0 5-0-11 19-8-5 6-6-5 26-2-11 6-6-5 32-9-0 6-6-5 37-9-11 5-0-10 45-7-8 7-9-13 1-1-09-8-69-10-51-3-59-8-68.00 12 Plate Offsets (X,Y)-- [3:0-5-8,0-3-0], [4:0-3-1,Edge], [8:0-3-1,Edge], [10:Edge,0-1-12], [12:0-2-8,0-1-8], [18:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.86 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.49 0.04 (loc) 15-17 15-17 11 l/defl >999 >766 n/a L/d 240 180 n/a PLATES MT20 Weight: 203 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-17,7-13: 2x4 SPF No.2, 10-11,1-19: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins, except end verticals, and 2-0-0 oc purlins (5-4-10 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 5-15, 7-13, 8-13, 9-13 REACTIONS.(lb/size) 19=1189/Mechanical, 13=2721/0-3-8 (req. 0-4-4), 11=234/Mechanical Max Horz 19=162(LC 8) Max Uplift11=-12(LC 13) Max Grav 19=1206(LC 13), 13=2721(LC 1), 11=283(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1566/59, 2-20=-1441/92, 2-3=-1270/125, 3-21=-1263/128, 4-21=-1242/158, 4-22=-970/148, 5-22=-972/148, 5-6=-714/136, 6-7=-714/136, 7-23=0/546, 8-23=0/549, 8-24=0/604, 9-24=0/474, 9-25=-53/256, 1-19=-1121/87 BOT CHORD 18-19=-100/310, 17-18=-8/1199, 16-17=0/866, 16-26=0/866, 15-26=0/866, 15-27=-22/276, 27-28=-22/276, 14-28=-22/276, 13-14=-22/276 WEBS 2-17=-362/96, 4-17=-6/364, 5-15=-606/97, 7-15=0/1135, 7-13=-1654/100, 8-13=-590/31, 9-13=-586/91, 9-12=0/314, 10-12=-266/85, 1-18=0/894 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-2-0, Exterior(2) 13-2-0 to 36-11-15, Interior(1) 36-11-15 to 45-5-12 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 3) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 13 greater than input bearing size. 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) 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T17 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546007 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-GysRMFOWCKbrP4sUNSGABJWtE73OIqMd5hKRL2yh3nJ Scale = 1:99.0 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 20 21 22 23 24 25 26 27 28 29 3x6 5x8 3x6 3x6 3x6 3x6 3x6 3x6 2x4 6x8 5x8 3x6 3x6 3x4 5x6 6x6 3x6 3x6 0-1-158-1-5 8-1-5 15-8-0 7-6-11 22-11-8 7-3-8 30-3-0 7-3-8 31-5-0 1-2-0 37-9-11 6-4-11 45-7-8 7-9-13 8-1-5 8-1-5 15-8-0 7-6-11 22-11-8 7-3-8 30-3-0 7-3-8 37-9-11 7-6-10 45-7-8 7-9-13 1-1-011-4-611-6-51-3-511-4-68.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-9], [6:0-4-0,0-1-9], [9:Edge,0-1-12], [11:0-2-8,0-1-8], [17:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.95 0.72 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.31 0.04 (loc) 12-14 12-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 216 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-15,4-14,5-14,6-14,6-12: 2x4 SPF No.2, 9-10: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-15, 4-14, 5-14, 6-14, 8-12 2 Rows at 1/3 pts 6-12 REACTIONS.(lb/size) 18=1319/Mechanical, 10=375/Mechanical, 12=2557/0-3-8 (req. 0-4-0) Max Horz 18=188(LC 8) Max Grav 18=1333(LC 13), 10=423(LC 14), 12=2557(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-1788/54, 2-19=-1669/87, 2-3=-1295/118, 3-20=-1185/122, 4-20=-1152/162, 4-21=-692/167, 5-21=-694/167, 5-22=-694/166, 6-22=-692/167, 6-23=0/463, 7-23=0/323, 7-8=0/264, 8-24=-264/55, 9-24=-374/19, 9-10=-352/50, 1-18=-1260/81 BOT CHORD 17-18=-130/287, 17-25=-7/1389, 16-25=-7/1389, 15-16=-7/1389, 15-26=0/955, 14-26=0/955 WEBS 2-17=0/258, 2-15=-556/103, 4-15=0/655, 4-14=-499/15, 5-14=-511/125, 6-14=-46/1469, 8-11=0/300, 1-17=0/1123, 6-12=-1815/90, 8-12=-626/110 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 15-8-0, Exterior(2) 15-8-0 to 34-5-15, Interior(1) 34-5-15 to 45-5-12 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 3) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 12 greater than input bearing size. 7) Refer to girder(s) for truss to truss connections. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T18 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546008 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l8QpZbP9zejh1ERgx9nPjX322WQH1EEmKL4_tUyh3nI Scale = 1:111.8 1 2 3 4 5 6 7 8 9 10 11 26 25 24 23 22 2120 17 16 15 19 18 14 13 12 27 28 29 30 31 32 33 34 35 36 3x6 5x6 5x6 3x8 MT18HS 3x4 4x8 6x8 6x6 3x6 3x4 8x8 3x8 4x8 3x6 4x6 5x6 5x8 6x8 4x8 6x8 5x8 5x8 8x8 2x4 3x4 0-1-158-1-6 8-1-6 9-4-4 1-2-15 18-0-2 8-7-14 18-5-0 0-4-14 27-10-14 9-5-14 29-5-0 1-6-2 31-1-8 1-8-8 31-3-4 0-1-12 37-10-7 6-7-3 45-7-8 7-9-1 6-2-6 6-2-6 8-1-6 1-11-0 12-2-15 4-1-9 18-0-2 5-9-3 22-9-2 4-9-0 27-10-14 5-1-12 29-5-0 1-6-2 31-1-8 1-8-8 37-10-7 6-8-15 45-7-8 7-9-1 1-1-012-11-213-1-11-3-53-0-012-11-28.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-14], [5:0-3-2,Edge], [7:0-3-1,Edge], [8:0-4-0,0-3-4], [11:0-3-8,Edge], [15:0-6-4,0-3-4], [17:0-1-12,0-3-4], [20:0-2-8,0-2-12] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.95 0.68 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.51 -0.97 0.68 (loc) 18-19 18-19 12 l/defl >729 >386 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 302 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 5-7,1-3: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SP 2400F 2.0E *Except* 24-26,15-21,22-24: 2x6 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-23,6-17,1-26,5-23,8-17,6-21: 2x4 SPF No.2, 11-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 3-7-0 oc bracing. Except: 1 Row at midpt 8-15 2 Rows at 1/3 pts 16-20 WEBS 1 Row at midpt 4-23, 6-17, 7-17, 13-15, 10-15, 11-13, 5-23, 18-20 REACTIONS.(lb/size) 26=828/Mechanical, 12=-917/Mechanical, 14=4415/0-3-8 Max Horz 26=213(LC 8) Max Uplift26=-82(LC 9), 12=-1185(LC 13) Max Grav 26=828(LC 13), 12=105(LC 8), 14=4415(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-1051/175, 2-27=-923/208, 2-3=-1008/302, 3-4=-884/327, 4-28=-200/308, 5-28=-162/336, 5-29=-124/305, 6-29=-124/305, 6-30=0/1420, 7-30=0/1423, 7-8=0/1736, 8-31=0/3505, 9-31=0/3410, 9-10=0/3354, 10-32=-15/1995, 11-32=-38/1944, 11-12=-65/1244, 1-26=-790/158 BOT CHORD 25-26=-147/306, 25-33=-51/430, 24-33=-51/430, 24-34=-51/430, 23-34=-51/430, 20-21=-539/0, 20-35=-599/0, 17-35=-599/0, 16-17=-2890/0, 15-16=-2830/0, 19-20=0/259, 14-15=-4371/0, 8-15=-4475/0 WEBS 4-25=-36/799, 4-23=-653/109, 6-17=-1832/4, 7-17=-1120/0, 13-15=-1728/0, 10-15=-1525/11, 10-13=0/1165, 11-13=-1647/0, 21-23=-39/725, 8-17=0/3481, 6-21=0/1417, 2-25=-400/166, 1-25=-1/491 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 18-0-2, Exterior(2) 18-0-2 to 32-1-13, Interior(1) 32-1-13 to 45-5-12 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 14 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) 26 except (jt=lb) 12=1185. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated.Continued on page 2 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T18 Truss Type HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546008 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:27 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l8QpZbP9zejh1ERgx9nPjX322WQH1EEmKL4_tUyh3nI 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 Componentavailable 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 105_WOODS_AT_SHELBOR~E Truss T19 Truss Type COMMON Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546009 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-l8QpZbP9zejh1ERgx9nPjX37GWQE1K?mKL4_tUyh3nI Scale = 1:72.5 1 2 3 4 5 67 11 10 9 8 12 13 14 15 4x6 3x8 3x6 3x8 3x4 3x4 3x4 3x8 3x4 9-11-8 9-11-8 19-11-0 9-11-8 -0-11-0 0-11-0 4-5-8 4-5-8 9-11-8 5-5-15 15-5-7 5-6-0 19-11-0 4-5-9 20-10-0 0-11-0 1-3-09-6-91-3-010.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.68 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.47 0.02 (loc) 8-9 8-9 8 l/defl >999 >505 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-11,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 11=849/0-3-8, 8=849/0-3-8 Max Horz 11=180(LC 8) Max Uplift11=-15(LC 9), 8=-15(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-694/80, 4-13=-581/103, 4-14=-581/103, 5-14=-694/80, 2-11=-273/87, 6-8=-273/87 BOT CHORD 10-11=0/571, 9-10=0/571, 8-9=0/571 WEBS 4-9=-25/490, 3-11=-667/28, 5-8=-667/28 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T20 Truss Type PIGGYBACK BASE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546010 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DKzCnxQnkxrYfN0sUtJeGkbDCwmamhswY?pXPxyh3nH Scale = 1:86.7 12 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 24 25 26 4x6 5x12 3x6 3x6 3x8 3x4 3x4 3x6 3x6 3x6 4x8 3x4 5x6 10-6-0 10-6-0 17-6-3 7-0-3 24-1-6 6-7-3 30-5-0 6-3-10 -0-11-0 0-11-0 5-4-12 5-4-12 10-6-0 5-1-4 17-6-3 7-0-3 24-1-6 6-7-3 30-5-0 6-3-10 31-4-0 0-11-0 3-3-012-0-01-3-012-0-010.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-12], [5:0-7-12,0-1-0], [8:0-2-12,0-1-8], [11:0-2-8,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.68 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.78 0.04 (loc) 14-15 14-15 10 l/defl >964 >463 n/a L/d 240 180 n/a PLATES MT20 Weight: 156 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 13-15: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 4-14,5-14,5-12: 2x4 SPF No.2, 2-15,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins, except end verticals, and 2-0-0 oc purlins (5-3-2 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-12, 3-15 REACTIONS.(lb/size) 15=1548/0-3-8, 10=1471/0-3-8 Max Horz 15=-244(LC 7) Max Uplift15=-8(LC 9), 10=-11(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-17=-1279/138, 4-17=-1179/174, 4-18=-908/177, 18-19=-908/177, 19-20=-908/177, 5-20=-908/177, 5-21=-1235/179, 6-21=-1278/147, 6-7=-1368/134, 7-22=-1469/93, 8-22=-1682/61, 2-15=-289/125, 8-10=-1420/109 BOT CHORD 15-23=0/845, 23-24=0/845, 14-24=0/845, 14-25=0/952, 13-25=0/952, 12-13=0/952, 12-26=0/1207, 11-26=0/1207 WEBS 4-14=-7/395, 5-12=-11/472, 7-12=-361/113, 3-15=-1318/24, 8-11=0/1065 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 10-6-0, Exterior(2) 10-6-0 to 21-9-2, Interior(1) 21-9-2 to 31-4-0 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 3) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 10. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T21 Truss Type COMMON Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546011 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DKzCnxQnkxrYfN0sUtJeGkbI0wmSmm4wY?pXPxyh3nH Scale = 1:72.5 1 2 3 4 56 10 9 8 7 11 12 13 14 3x4 4x6 3x8 3x6 3x8 3x4 3x4 3x8 3x4 9-11-8 9-11-8 19-11-0 9-11-8 4-5-8 4-5-8 9-11-8 5-5-15 15-5-7 5-6-0 19-11-0 4-5-9 20-10-0 0-11-0 1-3-09-6-91-3-010.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.68 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.47 0.02 (loc) 8-10 7-8 7 l/defl >999 >505 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-10,5-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=783/0-3-8, 7=850/0-3-8 Max Horz 10=-176(LC 7) Max Uplift7=-14(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-697/82, 3-12=-583/106, 3-13=-583/103, 4-13=-696/80, 5-7=-273/87 BOT CHORD 9-10=0/579, 8-9=0/579, 7-8=0/573 WEBS 3-8=-28/492, 2-10=-679/57, 4-7=-669/28 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T22 Truss Type HALF HIP Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546012 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hXXa_HQPVFzPGXb32aqtoy8ZaKEOVNy3nfZ5yNyh3nG Scale = 1:27.6 1 2 3 4 7 6 5 8 4x6 2x4 3x4 2x4 3x4 2x4 0-1-133-3-10 3-3-10 4-4-0 1-0-6 -0-11-0 0-11-0 3-3-10 3-3-10 4-4-0 1-0-6 1-3-03-10-34-0-03-10-30-3-810.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.19 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-6: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 7=234/0-3-8, 5=153/0-1-8 Max Horz 7=108(LC 9) Max Uplift5=-35(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 3-3-10, Exterior(2) 3-3-10 to 4-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss T23 Truss Type HALF HIP Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546013 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-hXXa_HQPVFzPGXb32aqtoy8apKEKVN63nfZ5yNyh3nG Scale = 1:23.1 1 2 3 4 5 9 8 7 6 3x4 2x4 2x4 2x4 2x4 2x4 3x4 2x4 0-1-112-3-8 2-3-8 3-6-0 1-2-8 -0-11-0 0-11-0 2-4-13 2-4-13 3-6-0 1-1-3 1-3-03-1-53-3-02-5-50-11-80-8-03-1-510.00 12 Plate Offsets (X,Y)-- [4:0-2-0,Edge], [6:0-1-14,0-0-9] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.13 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 7 8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-8: 2x3 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=204/0-3-8, 6=120/0-1-8 Max Horz 9=91(LC 9) Max Uplift6=-27(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG01 Truss Type COMMON GIRDER Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546014 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9j5yCdR1GZ5GuhAFcIL6L9hgYkY2EomC0JIeUpyh3nF Scale: 3/8"=1' 1 2 3 4 5 8 7 6 9 10 11 12 4x6 6x10 6x10 2x4 6-3-8 6-3-8 12-7-0 6-3-8 -0-11-0 0-11-0 6-3-8 6-3-8 12-7-0 6-3-8 13-6-0 0-11-0 0-11-04-0-120-11-06.00 12 Plate Offsets (X,Y)-- [6:Edge,0-3-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.48 0.29 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SP 2400F 2.0E *Except* 3-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=755/0-3-8, 6=755/0-3-8 Max Horz 8=63(LC 6) Max Uplift8=-118(LC 7), 6=-118(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-823/147, 3-4=-823/147, 2-8=-601/120, 4-6=-601/120 BOT CHORD 8-9=-51/651, 9-10=-51/651, 7-10=-51/651, 7-11=-51/651, 11-12=-51/651, 6-12=-51/651 WEBS 3-7=-18/357 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=118, 6=118. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 61 lb up at 6-3-8 on top chord, and 88 lb down and 40 lb up at 2-3-8, 92 lb down and 44 lb up at 4-3-8, 22 lb down at 6-3-8, and 92 lb down and 44 lb up at 8-3-8, and 88 lb down and 40 lb up at 10-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 6-8=-20 Concentrated Loads (lb) Vert: 3=-24(B) 7=-14(B) 9=-88 10=-92 11=-92 12=-88 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG02 Truss Type HALF HIP GIRDER Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546015 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9j5yCdR1GZ5GuhAFcIL6L9hmWkc3EqIC0JIeUpyh3nF Scale = 1:15.6 1 2 3 4 7 6 5 8 9 5x6 2x4 2x4 2x4 2x4 2x4 0-1-50-11-4 0-11-4 1-8-4 0-9-0 3-4-8 1-8-4 -0-11-0 0-11-0 0-11-4 0-11-4 3-4-8 2-5-4 1-3-01-11-12-0-61-5-90-5-81-11-110.00 12 Plate Offsets (X,Y)-- [3:0-4-7,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.04 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=175/0-3-8, 5=104/0-1-8 Max Horz 7=52(LC 6) Max Uplift7=-42(LC 7), 5=-28(LC 4) Max Grav 7=175(LC 1), 5=108(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 77 lb up at 0-11-4, and 35 lb down and 30 lb up at 1-5-4 on top chord, and 4 lb down and 11 lb up at 0-11-4, and 3 lb down at 1-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 3=25(B) 6=6(B) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG03 Truss Type HALF HIP GIRDER Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546016 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-9j5yCdR1GZ5GuhAFcIL6L9hmYkc1EqPC0JIeUpyh3nF Scale = 1:15.0 1 2 3 4 7 6 5 4x6 2x4 2x4 2x4 2x4 2x4 0-1-51-3-0 1-3-0 2-10-8 1-7-8 -0-11-0 0-11-0 1-3-0 1-3-0 2-10-8 1-7-8 1-1-01-9-111-11-01-4-30-5-81-9-118.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.04 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=177/0-3-8, 5=89/0-1-8 Max Horz 7=47(LC 6) Max Uplift7=-23(LC 7), 5=-17(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 20 lb up at 1-3-0 on top chord, and 5 lb down and 5 lb up at 1-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=5(B) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG04 Truss Type HIP GIRDER Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546017 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-dvfKPzSf1sD7WrlRA?sLuNDsf8pOz78MFz2C0Fyh3nE Scale = 1:36.8 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 19 20 21 22 23 24 4x10 4x6 8x8 2x4 3x8 3x8 2x4 8x8 4x6 4x8 4x8 4x8 0-1-22-3-8 2-3-8 5-11-1 3-7-9 10-7-15 4-8-14 14-3-8 3-7-9 16-7-0 2-3-8 -0-11-0 0-11-0 2-3-8 2-3-8 5-11-1 3-7-9 10-7-15 4-8-14 14-3-8 3-7-9 16-7-0 2-3-8 17-6-0 0-11-0 0-11-84-0-144-2-00-11-80-8-04-0-146.50 12 Plate Offsets (X,Y)-- [4:0-5-0,0-1-4], [9:Edge,0-5-15], [11:0-2-8,0-2-0], [14:0-2-8,0-2-0], [16:Edge,0-5-15] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.61 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.06 (loc) 13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 77 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 3-15,6-10: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-3 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. REACTIONS.(lb/size) 16=979/0-3-8, 9=979/0-3-8 Max Horz 16=-71(LC 15) Max Uplift16=-163(LC 7), 9=-163(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1665/271, 3-4=-1361/259, 4-17=-1145/241, 17-18=-1145/241, 18-19=-1145/241, 5-19=-1145/241, 5-6=-1361/258, 6-7=-1665/271, 2-16=-928/168, 7-9=-929/168 BOT CHORD 14-20=-208/1510, 13-20=-208/1510, 13-21=-171/1145, 21-22=-171/1145, 22-23=-171/1145, 12-23=-171/1145, 12-24=-201/1511, 11-24=-201/1511 WEBS 3-13=-367/62, 4-13=-44/327, 5-12=-43/326, 6-12=-368/64, 2-14=-173/1250, 7-11=-174/1250 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=163, 9=163. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 53 lb down and 42 lb up at 6-3-8, and 57 lb down and 40 lb up at 8-3-8, and 53 lb down and 42 lb up at 10-3-8 on top chord, and 98 lb down and 33 lb up at 2-1-12, 100 lb down and 39 lb up at 4-3-8, 29 lb down and 33 lb up at 6-3-8, 29 lb down and 33 lb up at 8-3-8, 29 lb down and 33 lb up at 10-3-8, and 100 lb down and 39 lb up at 12-3-8, and 98 lb down and 33 lb up at 14-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-7=-60, 7-8=-60, 15-16=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-98 11=-98 17=-15(B) 18=-15(B) 19=-15(B) 20=-100 21=-29(B) 22=-29(B) 23=-29(B) 24=-100 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG05 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 2 105 Woods at Shelborne Job Reference (optional) I34546018 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ZIn5qeUvZUTrl9uqHQupzoI4bxQAR?FfiHXI58yh3nC Scale = 1:87.1 1 2 3 4 5 6 7 8 9 10 11 12 13 27 26 25 24 23 22 21 20 19 18 17 16 15 14 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 5x6 3x6 8x8 3x4 4x8 5x12 3x4 6x10 5x6 3x4 4x6 4x10 6x16 4x6 6x8 2x4 4x8 2x4 4x10 4x10 3x4 4x6 5x12 5x6 0-1-20-2-12 0-2-12 2-3-8 2-0-12 8-3-8 6-0-0 14-3-8 6-0-0 16-7-0 2-3-8 23-11-11 7-4-11 31-3-4 7-3-9 31-4-6 0-1-2 37-1-15 5-9-9 42-11-8 5-9-9 45-11-0 2-11-8 -0-11-0 0-11-0 2-3-8 2-3-8 8-3-8 6-0-0 14-6-11 6-3-3 16-7-0 2-0-5 23-11-11 7-4-11 31-4-6 7-4-11 37-1-15 5-9-9 42-11-8 5-9-9 45-11-0 2-11-8 46-10-0 0-11-0 0-11-85-5-61-11-96-5-61-1-01-0-01-8-01-0-02-11-96.50 12 8.00 12 Plate Offsets (X,Y)-- [11:0-3-0,0-2-3], [12:0-2-14,0-2-0], [21:0-2-8,0-2-8], [23:0-9-12,0-5-4], [27:0-2-12,0-2-4] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.84 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.87 0.15 (loc) 22 22 17 l/defl >999 >432 n/a L/d 240 180 n/a PLATES MT20 Weight: 423 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 8-11: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SPF No.2 *Except* 3-26,5-22: 2x4 SPF No.2, 6-20: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-11. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 22-23 WEBS 1 Row at midpt 7-17 REACTIONS.(lb/size) 27=870/0-3-8, 17=3224/0-3-8, 14=-318/0-3-8 Max Horz 27=102(LC 6) Max Uplift27=-40(LC 7), 17=-495(LC 7), 14=-318(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1455/26, 3-4=-1203/65, 4-5=-1179/62, 5-6=-3733/297, 6-28=-1517/286, 28-29=-1517/286, 29-30=-1517/286, 7-30=-1517/286, 7-31=-476/5055, 31-32=-476/5055, 8-32=-476/5055, 8-33=-476/5055, 9-33=-476/5055, 9-34=-476/5055, 34-35=-476/5055, 35-36=-476/5055, 36-37=-476/5055, 10-37=-476/5055, 10-38=-6/469, 38-39=-6/470, 39-40=-6/471, 11-40=-5/471, 11-12=-31/653, 2-27=-804/39, 12-14=0/328 BOT CHORD 24-25=0/1401, 23-24=-256/4055, 21-22=-77/819, 6-21=-1081/129, 19-44=-1245/28, 44-45=-1245/28, 45-46=-1245/28, 18-46=-1245/28, 18-47=-1245/28, 17-47=-1245/28, 17-48=-2367/192, 48-49=-2367/192, 49-50=-2367/192, 16-50=-2367/192, 16-51=-2367/192, 51-52=-2367/192, 52-53=-2367/192, 15-53=-2367/192 WEBS 3-24=-496/70, 4-24=0/673, 5-24=-3109/340, 21-23=-123/782, 6-23=-27/2271, 19-21=-1352/52, 7-21=-239/2827, 7-19=0/418, 7-17=-4036/560, 9-17=-434/143, 10-17=-2943/399, 10-15=-165/2070, 11-15=-584/76, 12-15=-487/75, 2-25=0/1079 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27 except (jt=lb) 17=495, 14=318. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG05 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 2 105 Woods at Shelborne Job Reference (optional) I34546018 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:33 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-ZIn5qeUvZUTrl9uqHQupzoI4bxQAR?FfiHXI58yh3nC NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 43 lb up at 16-7-12, 43 lb down and 43 lb up at 18-7-12, 43 lb down and 43 lb up at 20-7-12, 43 lb down and 43 lb up at 22-7-12, 43 lb down and 43 lb up at 24-7-12, 43 lb down and 43 lb up at 26-7-12, 43 lb down and 43 lb up at 28-7-12, 43 lb down and 43 lb up at 30-7-12, 43 lb down and 43 lb up at 32-7-12, 46 lb down and 43 lb up at 34-7-12, 50 lb down and 43 lb up at 36-7-12, 50 lb down and 43 lb up at 38-7-12, 50 lb down and 43 lb up at 40-7-12, and 43 lb down and 46 lb up at 42-7-12, and 51 lb down and 51 lb up at 42-11-8 on top chord, and 9 lb down and 20 lb up at 16-8-12, 9 lb down and 20 lb up at 18-7-12, 9 lb down and 20 lb up at 20-7-12, 9 lb down and 20 lb up at 22-7-12, 9 lb down and 20 lb up at 24-7-12, 9 lb down and 20 lb up at 26-7-12, 9 lb down and 20 lb up at 28-7-12, 9 lb down and 20 lb up at 30-7-12, 9 lb down and 20 lb up at 32-7-12, 9 lb down and 20 lb up at 34-7-12, 9 lb down and 20 lb up at 36-7-12, 9 lb down and 20 lb up at 38-7-12, 9 lb down and 20 lb up at 40-7-12, and 9 lb down and 20 lb up at 42-7-12, and 4 lb down at 42-11-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-11=-60, 11-12=-60, 12-13=-60, 26-27=-20, 23-25=-20, 21-22=-20, 14-20=-20 Concentrated Loads (lb) Vert: 21=0(B) 15=-0(B) 41=0(B) 42=0(B) 43=0(B) 44=0(B) 45=0(B) 46=0(B) 47=0(B) 48=0(B) 49=0(B) 50=0(B) 51=0(B) 52=0(B) 53=0(B) 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 Componentavailable 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 105_WOODS_AT_SHELBOR~E Truss TG06 Truss Type HALF HIP GIRDER Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546019 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-1ULT1_UYKnbiNIT0r8P2V?rEhLrUAREoxxGsdayh3nB Scale = 1:82.0 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 5x8 3x8 3x4 4x6 10x10 4x6 6x6 4x10 2x4 2x4 5x12 2x4 2x4 3x12 3x6 6x16 0-1-25-8-0 5-8-0 14-2-7 8-6-7 22-8-13 8-6-7 31-3-4 8-6-7 38-4-2 7-0-14 45-7-8 7-3-6 -1-0-0 1-0-0 5-8-0 5-8-0 14-2-7 8-6-7 22-8-13 8-6-7 31-3-4 8-6-7 38-4-2 7-0-14 45-7-8 7-3-6 1-1-04-9-34-10-54-9-38.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-9], [13:0-6-0,0-3-0], [18:Edge,0-8-2] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.52 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.35 0.06 (loc) 14-16 14-16 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 213 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 1-3: 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-16: 2x4 SPF No.2, 6-16,6-13: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc purlins, except end verticals, and 2-0-0 oc purlins (3-0-9 max.): 3-10. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 9-13 REACTIONS.(lb/size) 11=327/Mechanical, 18=1787/0-3-8, 13=3450/0-3-8 Max Horz 18=130(LC 6) Max Uplift11=-68(LC 4), 18=-257(LC 7), 13=-499(LC 7) Max Grav 11=334(LC 12), 18=1787(LC 1), 13=3450(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2245/321, 3-19=-2810/453, 19-20=-2811/453, 20-21=-2811/453, 21-22=-2811/453, 22-23=-2812/453, 4-23=-2813/453, 4-24=-2811/452, 24-25=-2811/452, 5-25=-2811/452, 5-26=-2811/452, 6-26=-2811/452, 6-27=-204/1447, 27-28=-204/1447, 28-29=-204/1447, 29-30=-204/1447, 7-30=-204/1447, 7-31=-204/1447, 31-32=-204/1447, 32-33=-204/1447, 8-33=-204/1447, 8-34=-204/1447, 9-34=-204/1447, 2-18=-1630/238 BOT CHORD 18-38=-164/332, 38-39=-164/332, 17-39=-164/332, 17-40=-282/1794, 40-41=-282/1794, 41-42=-282/1794, 42-43=-282/1794, 16-43=-282/1794, 16-44=-236/1677, 15-44=-236/1677, 15-45=-236/1677, 45-46=-236/1677, 46-47=-236/1677, 14-47=-236/1677, 14-48=-236/1677, 48-49=-236/1677, 49-50=-236/1677, 50-51=-236/1677, 13-51=-236/1677 WEBS 3-17=0/342, 3-16=-180/1199, 4-16=-831/346, 6-16=-202/1275, 6-14=0/539, 6-13=-3514/496, 7-13=-682/275, 9-13=-1711/243, 9-12=0/474, 2-17=-194/1498 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 13 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 capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 18=257, 13=499. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG06 Truss Type HALF HIP GIRDER Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546019 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:34 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-1ULT1_UYKnbiNIT0r8P2V?rEhLrUAREoxxGsdayh3nB NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 73 lb down and 73 lb up at 6-5-4, 76 lb down and 72 lb up at 8-5-4, 76 lb down and 72 lb up at 10-5-4, 69 lb down and 72 lb up at 12-5-4, 69 lb down and 72 lb up at 14-5-4, 69 lb down and 72 lb up at 15-8-4, 69 lb down and 72 lb up at 17-8-4, 69 lb down and 72 lb up at 19-8-4, 69 lb down and 72 lb up at 21-8-4, 69 lb down and 72 lb up at 23-8-4, 69 lb down and 72 lb up at 25-8-4, 69 lb down and 72 lb up at 27-8-4, 69 lb down and 72 lb up at 29-8-4, 69 lb down and 72 lb up at 31-8-4, 74 lb down and 72 lb up at 33-8-4, 76 lb down and 72 lb up at 35-8-4, 76 lb down and 72 lb up at 37-8-4 , 76 lb down and 72 lb up at 39-8-4, and 76 lb down and 72 lb up at 41-8-4, and 76 lb down and 72 lb up at 43-8-4 on top chord, and 152 lb down and 47 lb up at 2-5-4, 133 lb down and 47 lb up at 4-5-4, 41 lb down at 6-5-4, 41 lb down at 8-5-4, 41 lb down at 10-5-4, 41 lb down at 12-5-4, 41 lb down at 14-5-4, 41 lb down at 15-8-4, 41 lb down at 17-8-4, 41 lb down at 19-8-4, 41 lb down at 21-8-4, 41 lb down at 23-8-4, 41 lb down at 25-8-4, 41 lb down at 27-8-4, 41 lb down at 29-8-4, 41 lb down at 31-8-4, 41 lb down at 33-8-4, 41 lb down at 35-8-4, 41 lb down at 37-8-4, 41 lb down at 39-8-4, and 41 lb down at 41-8-4, and 41 lb down at 43-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-10=-60, 11-18=-20 Concentrated Loads (lb) Vert: 5=-53(F) 16=-26(F) 4=-53(F) 8=-53(F) 19=-53(F) 20=-53(F) 21=-53(F) 23=-53(F) 24=-53(F) 25=-53(F) 26=-53(F) 27=-53(F) 28=-53(F) 29=-53(F) 30=-53(F) 31=-53(F) 33=-53(F) 34=-53(F) 35=-53(F) 36=-53(F) 37=-53(F) 38=-152 39=-133 40=-26(F) 41=-26(F) 42=-26(F) 43=-26(F) 44=-26(F) 45=-26(F) 46=-26(F) 47=-26(F) 48=-26(F) 49=-26(F) 50=-26(F) 51=-26(F) 52=-26(F) 53=-26(F) 54=-26(F) 55=-26(F) 56=-26(F) 57=-26(F) 58=-26(F) 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 Componentavailable 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 105_WOODS_AT_SHELBOR~E Truss TG07 Truss Type COMMON GIRDER Qty 1 Ply 2 105 Woods at Shelborne Job Reference (optional) I34546020 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-WhurFKVA45jZ_S2CPrxH2DOVDl9avu8x9b0P91yh3nA Scale = 1:57.3 1 2 3 4 5 10 9 8 7 611 12 13 14 15 16 17 4x8 4x6 4x8 3x8 3x8 8x8 3x8 8x8 3x8 8x8 3-10-0 3-10-0 7-5-8 3-7-8 11-1-0 3-7-8 14-11-0 3-10-0 3-10-0 3-10-0 7-5-8 3-7-8 11-1-0 3-7-8 14-11-0 3-10-0 1-3-07-5-91-3-010.00 12 Plate Offsets (X,Y)-- [7:0-3-8,0-4-8], [8:0-4-0,0-4-4], [9:0-3-8,0-4-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.55 0.65 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.11 0.02 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 165 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-8,1-10,5-6: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-4 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=5527/0-3-8 (req. 0-4-5), 6=5387/0-3-8 (req. 0-4-4) Max Horz 10=128(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4757/0, 2-3=-3454/0, 3-4=-3454/0, 4-5=-4499/0, 1-10=-3925/0, 5-6=-3735/0 BOT CHORD 10-11=-12/487, 11-12=-12/487, 9-12=-12/487, 9-13=0/3589, 13-14=0/3589, 8-14=0/3589, 8-15=0/3392, 15-16=0/3392, 7-16=0/3392, 7-17=0/381, 6-17=0/381 WEBS 3-8=0/4113, 4-8=-1174/0, 4-7=0/1358, 2-8=-1468/0, 2-9=0/1744, 1-9=0/3204, 5-7=0/3110 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) WARNING: Required bearing size at joint(s) 10, 6 greater than input bearing size. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1315 lb down at 0-6-4, 1309 lb down at 2-6-4, 1309 lb down at 4-6-4, 1309 lb down at 6-6-4, 808 lb down and 94 lb up at 8-6-4, 1313 lb down at 10-6-4, and 1186 lb down at 12-6-4, and 1197 lb down at 14-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 6-10=-20 Concentrated Loads (lb) Vert: 6=-1197(B) 11=-1315(B) 12=-1309(B) 13=-1309(B) 14=-1309(B) 15=-808(B) 16=-1313(B) 17=-1186(B) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG08 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 2 105 Woods at Shelborne Job Reference (optional) I34546021 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-_tSDSgWorPrQccdPyYSWbQwgr9WveO55OFlzhTyh3n9 Scale = 1:86.7 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 31 32 33 34 2x4 4x6 3x6 4x6 3x4 3x4 4x6 3x8 3x6 4x6 4x8 3x4 4x6 9-7-4 9-7-4 9-7-5 0-0-1 17-6-3 7-10-14 23-11-0 6-4-13 30-5-0 6-6-0 5-4-12 5-4-12 10-6-0 5-1-4 17-6-3 7-0-3 23-11-0 6-4-13 30-5-0 6-6-0 31-4-0 0-11-0 0-5-812-0-01-3-012-0-010.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-2-0], [7:0-3-0,0-1-8], [14:0-3-8,0-2-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.56 0.58 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.29 0.01 (loc) 13-14 13-14 9 l/defl >862 >386 n/a L/d 240 180 n/a PLATES MT20 Weight: 385 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E *Except* 9-12: 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 6-10,7-9,7-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11 REACTIONS.(lb/size) 13=4004/0-3-8, 14=1334/0-3-8, 9=1857/0-3-8 Max Horz 14=-237(LC 5) Max Uplift9=-24(LC 7) Max Grav 13=4004(LC 1), 14=1345(LC 11), 9=1857(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-317/62, 3-16=-818/189, 4-16=-818/189, 4-5=-1062/198, 5-6=-1192/153, 6-7=-2114/1, 1-14=-287/48, 7-9=-1712/13 BOT CHORD 11-29=0/1533, 29-30=0/1533, 30-31=0/1533, 31-32=0/1533, 10-32=0/1533, 10-33=-54/301, 33-34=-54/301, 9-34=-54/301 WEBS 2-13=-257/120, 3-13=-1442/45, 3-11=-80/1304, 4-11=-304/315, 6-11=-994/0, 6-10=0/912, 7-10=0/1246 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 359 lb down at 0-5-12, 403 lb down at 2-5-12, 377 lb down at 4-5-12, 382 lb down at 6-5-12, 414 lb down at 8-5-12, 384 lb down at 10-5-12, 374 lb down at 12-5-12, 384 lb down at 14-5-12, 93 lb down and 1205 lb up at 16-5-12, 403 lb down at 18-5-12, 262 lb down and 33 lb up at 20-5-12 , 233 lb down at 22-5-12, and 242 lb down at 24-5-12, and 313 lb down and 80 lb up at 26-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG08 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 2 105 Woods at Shelborne Job Reference (optional) I34546021 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:36 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-_tSDSgWorPrQccdPyYSWbQwgr9WveO55OFlzhTyh3n9 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-7=-60, 7-8=-60, 15-19=-20, 19-22=-60, 22-24=-20, 24-27=-60, 27-31=-20, 10-31=-60, 9-10=-20 Concentrated Loads (lb) Vert: 12=-384(F) 17=-359(F) 18=-403(F) 20=-377(F) 21=-382(F) 23=-414(F) 25=-384(F) 26=-374(F) 28=289(F) 29=-403(F) 30=-262(F) 32=-233(F) 33=-242(F) 34=-313(F) 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 Componentavailable 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 105_WOODS_AT_SHELBOR~E Truss TG09 Truss Type Common Girder Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546022 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:xwr4TIdQlVjEZ8XP5UQU74yrYQC-_tSDSgWorPrQccdPyYSWbQwfK9ZueNJ5OFlzhTyh3n9 Scale = 1:72.5 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 4x6 4x6 3x8 4x6 4x6 3x4 4x6 4x6 3x4 9-11-8 9-11-8 19-11-0 9-11-8 -1-0-0 1-0-0 5-1-8 5-1-8 9-11-8 4-10-0 14-9-8 4-10-0 19-11-0 5-1-8 20-11-0 1-0-0 1-3-09-6-91-3-010.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.59 0.39 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.14 0.02 (loc) 9-11 9-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 106 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-9: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 11=905/0-3-8, 8=899/0-3-8 Max Horz 11=179(LC 6) Max Uplift11=-130(LC 7), 8=-142(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-328/111, 3-12=-313/136, 3-4=-754/160, 4-5=-754/160, 5-13=-306/140, 6-13=-321/116, 2-11=-352/139, 6-8=-348/142 BOT CHORD 11-14=-35/619, 14-15=-35/619, 10-15=-35/619, 10-16=-35/619, 16-17=-35/619, 17-18=-35/619, 18-19=-35/619, 9-19=-35/619, 9-20=0/618, 20-21=0/618, 21-22=0/618, 22-23=0/618, 23-24=0/618, 24-25=0/618, 25-26=0/618, 26-27=0/618, 8-27=0/618 WEBS 4-9=-135/560, 3-11=-626/0, 5-8=-633/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=130, 8=142. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb down and 65 lb up at 0-7-15, and 24 lb down and 65 lb up at 19-3-1 on top chord, and 8 lb down and 19 lb up at 0-7-15, 8 lb down and 19 lb up at 2-7-15, 8 lb down and 19 lb up at 4-7-15, 8 lb down and 19 lb up at 6-7-15, 8 lb down and 19 lb up at 8-7-15, 8 lb down and 19 lb up at 10-7-15, 8 lb down and 19 lb up at 12-7-15, 8 lb down and 19 lb up at 14-7-15, 8 lb down and 19 lb up at 16-7-15, and 8 lb down and 19 lb up at 18-7-15, and 8 lb down and 19 lb up at 19-3-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-6=-60, 6-7=-60, 10-11=-20, 10-17=-60, 17-22=-20, 22-24=-60, 8-24=-20 Concentrated Loads (lb) Vert: 12=21(B) 13=21(B) 14=3(B) 15=3(B) 16=3(B) 18=3(B) 19=3(B) 20=3(B) 21=3(B) 23=3(B) 25=3(B) 26=3(B) 27=3(B) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG10 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546023 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-wFa_tMX2N058rwnn4zU_gr0xXyB96ImOsZE3mLyh3n7 Scale = 1:94.8 Sheet Back Left Option 8-11-15 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 46 47 48 49 50 51 52 53 54 55 56 4x8 5x12 3x6 4x6 3x4 3x4 2x4 3x4 3x4 3x6 4x6 3x4 4x6 3x4 6x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x8 4x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-11-15 3- 9 - 1 5 4-3-42-0-03-0-08-11-15 8-11-15 10-6-0 1-6-1 14-0-2 3-6-2 17-6-3 3-6-2 23-11-0 6-4-13 30-5-0 6-6-0 -0-11-0 0-11-0 5-6-1 5-6-1 10-6-0 4-11-15 13-0-2 2-6-2 15-0-2 2-0-0 17-6-3 2-6-2 20-5-7 2-11-4 23-11-0 3-5-8 30-5-0 6-6-0 31-4-0 0-11-0 3-3-012-0-01-3-012-0-010.00 12 Plate Offsets (X,Y)-- [4:0-6-4,0-2-0], [5:0-7-12,0-1-0], [22:0-1-9,0-1-0], [22:0-1-8,0-1-8], [33:0-1-12,0-1-0], [33:0-3-4,0-1-4], [34:0-2-8,0-2-0], [40:0-1-8,0-1-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.86 0.66 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.17 -0.30 0.03 (loc) 15-16 15-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 444 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-15,4-15,5-14,5-12,7-12,3-16,4-14: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-8 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-12, 3-16, 4-14 REACTIONS.(lb/size) 16=1537/0-3-8, 10=1456/0-3-8 Max Horz 16=-242(LC 15) Max Uplift16=-318(LC 7), 10=-72(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1282/285, 4-47=-921/205, 5-47=-921/205, 5-6=-1223/204, 6-7=-1353/160, 7-8=-1676/113, 2-16=-272/200, 8-10=-1391/103 BOT CHORD 16-48=-93/853, 48-49=-93/853, 49-50=-93/853, 50-51=-93/853, 51-52=-93/853, 52-53=-93/853, 15-53=-93/853, 15-54=-42/911, 14-54=-42/911, 13-14=0/944, 13-55=0/944, 12-55=0/944, 12-56=0/1197, 11-56=0/1197 WEBS 4-15=-264/396, 5-12=-11/471, 7-12=-367/101, 3-16=-1352/48, 8-11=0/979, 4-14=-174/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 4) Provide adequate drainage to prevent water ponding. 5) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 3-3-8 oc. 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 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 16=318. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 57 lb down and 80 lb up at 1-8-6 on top chord, and 38 lb down and 65 lb up at 1-8-6, 38 lb down and 65 lb up at 3-6-8, 38 lb down and 65 lb up at 5-6-8, and 38 lb down and 65 lb up at 7-6-8, and 38 lb down and 65 lb up at 9-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG10 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546023 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:38 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-wFa_tMX2N058rwnn4zU_gr0xXyB96ImOsZE3mLyh3n7 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 5-8=-60, 8-9=-60, 16-49=-20, 49-52=-60, 15-52=-20, 15-54=-60, 54-55=-20, 12-55=-60, 12-56=-20, 11-56=-60, 10-11=-20 Concentrated Loads (lb) Vert: 48=0(B) 50=0(B) 51=0(B) 52=0(B) 53=0(B) 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 Componentavailable 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 105_WOODS_AT_SHELBOR~E Truss TG11 Truss Type HALF HIP GIRDER Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546024 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-wFa_tMX2N058rwnn4zU_gr077yKn6RGOsZE3mLyh3n7 Scale = 1:19.4 1 2 3 4 7 6 5 8 9 5x6 2x4 2x4 2x4 2x4 2x4 0-1-41-8-6 1-8-6 4-4-0 2-7-10 -0-11-0 0-11-0 1-8-6 1-8-6 4-4-0 2-7-10 1-3-02-6-122-8-02-1-40-5-82-6-1210.00 12 Plate Offsets (X,Y)-- [3:0-4-8,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.11 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=236/0-3-8, 5=172/0-1-8 Max Horz 7=70(LC 16) Max Uplift7=-21(LC 7), 5=-35(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 37 lb up at 1-8-6, and 38 lb down and 35 lb up at 3-10-2 on top chord, and 11 lb down at 1-8-6, and 15 lb down at 3-10-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-0(B) 8=-12(B) 9=-8(B) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG12 Truss Type HALF HIP GIRDER Qty 2 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546025 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-OS8M4iYg8KD_T4M_eh?DC3YIwMeRrugX4D_dIoyh3n6 Scale = 1:16.5 1 2 3 4 5 10 9 8 7 6 11 12 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 0-1-51-1-3 1-1-3 2-3-8 1-2-5 3-6-0 1-2-8 -0-11-0 0-11-0 1-1-3 1-1-3 2-3-8 1-2-5 3-6-0 1-2-8 1-3-02-0-112-2-00-11-31-1-81-4-110-8-02-0-1110.00 12 Plate Offsets (X,Y)-- [3:0-4-7,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.15 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 4-8: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=200/0-3-8, 6=116/0-1-8 Max Horz 10=65(LC 7) Max Uplift10=-23(LC 7), 6=-21(LC 4) Max Grav 10=200(LC 1), 6=118(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 20 lb up at 1-1-3, and 37 lb down and 31 lb up at 1-6-12 on top chord, and 4 lb down and 11 lb up at 1-1-3, and 3 lb down at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 8-10=-20, 6-7=-20 Concentrated Loads (lb) Vert: 9=4(F) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss TG13 Truss Type Half Hip Girder Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546026 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-OS8M4iYg8KD_T4M_eh?DC3YI2Mg9ruaX4D_dIoyh3n6 Scale = 1:14.9 1 2 3 4 7 6 5 4x8 2x4 4x6 2x4 2x4 2x4 1-3-0 1-3-0 3-5-10 2-2-10 -1-0-0 1-0-0 1-3-0 1-3-0 3-5-10 2-2-10 1-1-01-11-08.00 12 Plate Offsets (X,Y)-- [3:0-5-12,0-2-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.04 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=113/Mechanical, 7=205/0-3-8 Max Horz 7=51(LC 12) Max Uplift5=-19(LC 4), 7=-26(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 lb down and 45 lb up at 1-3-0 on top chord, and 5 lb down and 5 lb up at 1-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=5(F) 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V01 Truss Type Valley Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546027 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-OS8M4iYg8KD_T4M_eh?DC3YGoMeHruoX4D_dIoyh3n6 Scale = 1:13.2 1 2 3 4 2x4 2x4 2x4 4-11-10 4-11-10 0-0-41-7-144.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.16 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=155/4-10-14, 3=155/4-10-14 Max Horz 1=36(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 4-9-14 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V02 Truss Type Valley Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546028 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:lCfvYXymUhsQmo0Enw6oW4yraOJ-seikI1ZIvdLr5DxABOWSlG5Ucm0OaL2hJtjAqEyh3n5 Scale = 1:9.2 1 2 3 2x4 2x4 2x4 2-11-10 2-11-10 0-0-40-11-144.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=75/2-10-14, 3=75/2-10-14 Max Horz 1=18(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V03 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546029 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-seikI1ZIvdLr5DxABOWSlG5Pzm?WaKhhJtjAqEyh3n5 Scale = 1:39.9 1 2 3 4 5 8 7 6 9 11 10 3x4 5x6 3x4 2x4 2x4 2x4 2x4 2x4 12-0-2 12-0-2 6-0-1 6-0-1 12-0-2 6-0-1 0-0-45-0-10-0-410.00 12 Plate Offsets (X,Y)-- [4:0-0-0,0-0-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.09 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 12-0-2. (lb) - Max Horz 1=-80(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=294(LC 13), 6=294(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-9 to 3-4-9, Interior(1) 3-4-9 to 6-0-1, Exterior(2) 6-0-1 to 9-0-1 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 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V04 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546030 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-seikI1ZIvdLr5DxABOWSlG5MhmxVaL7hJtjAqEyh3n5 Scale = 1:30.8 1 2 3 4 5 6 7 8 2x4 3x4 2x4 2x4 8-9-12 8-9-12 4-4-14 4-4-14 8-9-12 4-4-14 0-0-43-8-10-0-410.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.35 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=187/8-9-12, 3=187/8-9-12, 4=285/8-9-12 Max Horz 1=-58(LC 7) Max Uplift1=-18(LC 9), 3=-18(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-7 to 3-3-7, Interior(1) 3-3-7 to 4-4-14, Exterior(2) 4-4-14 to 7-4-14 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 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V05 Truss Type VALLEY Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546031 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-KqG6VNaxgxUijNWMl62hIUec_AE?JoIqYXTjNgyh3n4 Scale = 1:20.6 1 2 3 2x4 2x4 2x4 5-7-1 5-7-1 5-7-5 0-0-4 2-9-11 2-9-11 5-7-5 2-9-10 0-0-42-4-10-0-410.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.52 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=201/5-6-12, 3=201/5-6-12 Max Horz 1=-35(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) Gable requires continuous bottom chord bearing. 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V06 Truss Type VALLEY Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546032 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-KqG6VNaxgxUijNWMl62hIUefrAL4JoIqYXTjNgyh3n4 Scale = 1:9.4 1 2 3 2x4 2x4 2x4 2-4-10 2-4-10 2-4-15 0-0-5 1-2-8 1-2-8 2-4-15 1-2-7 0-0-41-0-10-0-410.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.03 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=73/2-4-5, 3=73/2-4-5 Max Horz 1=-13(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) Gable requires continuous bottom chord bearing. 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V07 Truss Type VALLEY Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546033 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-KqG6VNaxgxUijNWMl62hIUeevALtJoIqYXTjNgyh3n4 Scale = 1:16.8 1 2 4 3 2x4 2x4 2x4 2x4 2-0-0 2-0-0 0-10-62-2-68.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=72/2-0-0, 3=72/2-0-0 Max Horz 4=52(LC 6) Max Uplift3=-21(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V08 Truss Type VALLEY Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546034 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-o1qUjjbZRFcZKX4ZJpZwqhAnRZgB2CGzmBCHv7yh3n3 Scale = 1:99.9 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 3x8 3x6 4x6 2x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 25-8-0 25-8-0 13-8-10 13-8-10 25-8-0 11-11-6 0-10-112-3-42-3-1210.00 12 Plate Offsets (X,Y)-- [14:0-3-0,0-3-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.14 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 106 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 6-13: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-13, 5-14, 7-12 REACTIONS.All bearings 25-8-0. (lb) - Max Horz 17=223(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 10, 13, 14, 15, 16, 12, 11 except 17=-215(LC 7) Max Grav All reactions 250 lb or less at joint(s) 17, 10 except 13=434(LC 1), 14=509(LC 13), 15=405(LC 1), 16=252(LC 13), 12=505(LC 14), 11=417(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-277/260, 5-19=-167/290, 6-19=-140/318, 6-20=-121/309, 7-20=-138/281 WEBS 6-13=-327/126, 5-14=-259/132, 7-12=-255/129, 8-11=-254/140 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 3-1-4, Interior(1) 3-1-4 to 13-8-10, Exterior(2) 13-8-10 to 16-8-10 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 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 13, 14, 15, 16, 12, 11 except (jt=lb) 17=215. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V09 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546035 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-o1qUjjbZRFcZKX4ZJpZwqhAmpZga2AQzmBCHv7yh3n3 Scale = 1:88.6 1 23 4 5 6 7 8 15 14 13 12 11 10 9 16 17 18 19 3x6 4x6 3x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 25-2-6 25-2-6 13-1-8 13-1-8 25-2-6 12-0-14 0-0-410-11-40-10-810.00 12 Plate Offsets (X,Y)-- [8:0-5-0,0-1-8] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.18 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 95 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 5-12: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS.All bearings 25-2-6. (lb) - Max Horz 1=186(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 12, 14, 15, 11, 10, 1 Max Grav All reactions 250 lb or less at joint(s) 9, 1 except 12=379(LC 1), 14=486(LC 13), 15=478(LC 1), 11=504(LC 14), 10=420(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-15=-291/149, 6-11=-255/128, 7-10=-253/143 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 13-1-8, Exterior(2) 13-1-8 to 16-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 14, 15, 11, 10, 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V10 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546036 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-HDNtw3bBCYkQyhfltX49NvjzPz0UmfH7?ryqRZyh3n2 Scale = 1:78.0 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 173x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 23-0-9 23-0-9 11-6-4 11-6-4 23-0-9 11-6-4 0-0-49-7-40-0-410.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.14 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS.All bearings 23-0-9. (lb) - Max Horz 1=157(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 12, 13, 9, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=383(LC 1), 12=500(LC 13), 13=339(LC 1), 9=500(LC 14), 8=339(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-12=-262/135, 5-9=-262/135 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-13 to 3-6-4, Interior(1) 3-6-4 to 11-6-4, Exterior(2) 11-6-4 to 14-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 12, 13, 9, 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V11 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546037 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-HDNtw3bBCYkQyhfltX49NvjzJz0AmfQ7?ryqRZyh3n2 Scale: 3/16"=1' 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 3x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 19-10-2 19-10-2 9-11-1 9-11-1 19-10-2 9-11-1 0-0-48-3-30-0-410.00 12 Plate Offsets (X,Y)-- [5:0-0-0,0-0-0], [6:0-0-0,0-0-0] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.16 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 66 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 19-10-2. (lb) - Max Horz 1=-134(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 12, 13, 9, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 7, 13, 8 except 11=400(LC 1), 12=429(LC 13), 9=429(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-12=-268/138, 5-9=-268/138 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 9-11-1, Exterior(2) 9-11-1 to 12-11-1 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 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 12, 13, 9, 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V12 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546038 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-lPxF8PcpzssHarExQEbOv6G8hNMaV7mGEVhOz?yh3n1 Scale = 1:54.2 1 2 3 4 5 9 8 7 6 10 11 12 13 14 153x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 16-7-12 16-7-12 8-3-14 8-3-14 16-7-12 8-3-14 0-0-46-11-40-0-410.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.15 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-7-12. (lb) - Max Horz 1=-112(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 9, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=387(LC 1), 9=426(LC 13), 6=426(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-280/144, 4-6=-280/144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 8-3-14, Exterior(2) 8-3-14 to 11-3-14 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 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V13 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546039 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-lPxF8PcpzssHarExQEbOv6G8hNNTV8UGEVhOz?yh3n1 Scale = 1:44.3 1 2 3 4 5 8 7 6 9 10 11 12 3x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 13-5-5 13-5-5 6-8-11 6-8-11 13-5-5 6-8-11 0-0-45-7-40-0-410.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.09 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-5-5. (lb) - Max Horz 1=-89(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 8, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=306(LC 13), 6=306(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 6-8-11, Exterior(2) 6-8-11 to 9-8-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V14 Truss Type GABLE Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546040 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DcVdLldRkA_8B?p7_x6dSKoIGnhJEb4QT9RxWSyh3n0 Scale = 1:33.9 1 2 3 4 5 6 7 8 3x6 4x6 3x6 2x4 10-2-15 10-2-15 5-1-8 5-1-8 10-2-15 5-1-8 0-0-44-3-40-0-410.00 12 LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.18 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=208/10-2-15, 3=208/10-2-15, 4=339/10-2-15 Max Horz 1=-66(LC 7) Max Uplift1=-12(LC 9), 3=-12(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 5-1-8, Exterior(2) 5-1-8 to 8-1-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V15 Truss Type Valley Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546041 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:MiBkgEiL0g11A0HJNc58eOzUUd9-DcVdLldRkA_8B?p7_x6dSKoJhndhEcHQT9RxWSyh3n0 Scale = 1:24.5 1 2 3 2x4 3x4 2x4 0-0-5 0-0-5 7-0-9 7-0-4 3-6-4 3-6-4 7-0-9 3-6-4 0-0-42-11-40-0-410.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.41 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=250/6-11-15, 3=250/6-11-15 Max Horz 1=-44(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) Gable requires continuous bottom chord bearing. 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 Job 105_WOODS_AT_SHELBOR~E Truss V16 Truss Type Valley Qty 1 Ply 1 105 Woods at Shelborne Job Reference (optional) I34546042 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Sep 04 08:16:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tr?DsnMXv7Q_ZfUhzzuQPzyhONd-DcVdLldRkA_8B?p7_x6dSKoKungeEcHQT9RxWSyh3n0 Scale = 1:12.9 1 2 3 2x4 2x4 2x4 0-0-5 0-0-5 3-10-2 3-9-13 1-11-1 1-11-1 3-10-2 1-11-1 0-0-41-7-40-0-410.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=131/3-9-9, 3=131/3-9-9 Max Horz 1=23(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 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 3) Gable requires continuous bottom chord bearing. 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. September 4,2018 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 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL 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.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 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 InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge 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 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.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 System General 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.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses 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.