Loading...
HomeMy WebLinkAbout7GG - TrussesRe: Garcia, Juan Pages or sheets covered by this seal: I33467734 thru I33467819 My license renewal date for the state of Indiana is July 31, 2018. B18801686 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: Wedgewood 7 Grannon Grove 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). 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. May 25,2018 Job B18801686 Truss CG01 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467734 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-nDrPb22Esk4ATERiOdbcdpQVAgHnbhZvYaNSk?zD0Wf Scale = 1:42.7 1 2 3 5 4 6 7 8 9 10 11 6x6 3x4 4x6 7-5-4 7-5-4 -1-7-7 1-7-7 7-5-4 7-5-4 1- 0 - 1 4 5- 9 - 3 5- 5 - 1 1 0- 3 - 8 5- 9 - 3 7.57 12 Plate Offsets (X,Y)-- [5:Edge,0-5-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.70 0.24 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.07 -0.00 0.02 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 54 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=416/0-3-8, 4=297/0-1-8 Max Horz 5=170(LC 10) Max Uplift5=-132(LC 5), 4=-172(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-340/148 BOT CHORD 5-9=-294/255, 9-10=-294/255, 10-11=-294/255, 4-11=-294/255 WEBS 2-4=-243/260 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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 132 lb uplift at joint 5 and 172 lb uplift at joint 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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) 70 lb down and 36 lb up at 1-1-14, 49 lb down and 52 lb up at 2-9-1, and 74 lb down and 117 lb up at 4-10-4, and 51 lb down and 97 lb up at 5-1-10 on top chord, and at 1-1-14, 4 lb down and 30 lb up at 2-9-1, and 20 lb down at 4-10-4, and 6 lb down and 30 lb up at 5-1-10 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, 4-5=-20 Concentrated Loads (lb) Vert: 8=-26(B) 10=3(F) 11=-13(F=-3, B=-10) 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. May 25,2018 Job B18801686 Truss CG02 Truss Type Diagonal Hip Girder Qty 2 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467735 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-FQOnpO3td2C04N0uyK6rA1yna4grKC22nE6?GSzD0We Scale = 1:27.4 1 2 3 5 4 2x4 4x6 2x4 4x6 3-8-8 3-8-8 -1-7-7 1-7-7 3-8-8 3-8-8 1- 7 - 5 3- 1 1 - 7 3- 7 - 1 5 0- 3 - 8 3- 1 1 - 7 7.57 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.05 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 4-5 4-5 4 5 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 30 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=358/0-3-8, 4=79/0-1-8 Max Horz 5=114(LC 5) Max Uplift5=-57(LC 6), 4=-42(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-324/118 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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 57 lb uplift at joint 5 and 42 lb uplift at joint 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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) 58 lb down and 7 lb up at -1-7-7 on top 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, 4-5=-20 Concentrated Loads (lb) Vert: 1=-58(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. May 25,2018 Job B18801686 Truss GE01 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467736 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-jcy90k4VOMKtiXb4W2d4jEVxMT_b3dFC0usZouzD0Wd Scale = 1:86.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 27 26 25 24 23 22 21 20 19 18 17 16 15 3x4 3x4 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 15-11-0 15-11-0 7-11-8 7-11-8 15-11-0 7-11-8 16-9-8 0-10-8 1- 0 - 1 4 10 - 4 - 5 1- 0 - 1 4 14.00 12 Plate Offsets (X,Y)-- [7:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.15 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 14 14 15 14 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 113 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 2x4 SPF-S Stud *Except* 7-21,6-22,8-20: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-21, 6-22, 8-20 REACTIONS.All bearings 15-11-0. (lb) - Max Horz 27=-269(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 22, 23, 24, 25, 20, 19, 18, 17 except 27=-193(LC 4), 15=-173(LC 5), 26=-187(LC 5), 16=-183(LC 4) Max Grav All reactions 250 lb or less at joint(s) 22, 23, 24, 25, 26, 20, 19, 18, 17, 16 except 27=272(LC 5), 15=258(LC 4), 21=338(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-40/290, 7-8=-39/290 WEBS 7-21=-379/0 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 23, 24, 25, 20, 19, 18, 17 except (jt=lb) 27=193, 15=173, 26=187, 16=183. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "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. May 25,2018 Job B18801686 Truss GE02 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467737 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-BoWXD4579fSkKh9H3l8JFS29ztLWo5YLFYb6KKzD0Wc Scale = 1:83.6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 38 37 36 35 34 33 323130 29 28 27 26 25 24 23 22 214x8 4x6 5x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 24-0-0 24-0-0 12-0-0 12-0-0 24-0-0 12-0-0 24-10-8 0-10-8 0- 7 - 1 4 9- 7 - 1 4 0- 7 - 1 4 9.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [14:0-3-0,0-3-0], [19:0-0-0,0-2-4] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.04 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.01 0.00 (loc) 20 20 19 20 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 149 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 2x4 SPF-S Stud *Except* 10-29,9-30,11-28: 2x4 SPF No.2 WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 10-29, 9-30, 11-28 REACTIONS.All bearings 24-0-0. (lb) - Max Horz 1=-220(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 19, 30, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23, 22, 21 Max Grav All reactions 250 lb or less at joint(s) 1, 19, 29, 30, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23, 22, 21 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, 19, 30, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23, 22, 21. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss GE03 Truss Type GABLE l Gable l Gable COMMON l l Gable l Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467738 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-f?4wRQ5lwzabxrkTdTfYofa6yHT0XNyVTCLftmzD0Wb Scale: 3/32"=1' 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 1035 36 37 38 39 40 6x6 6x6 4x6 6x6 3x4 3x8 3x12 4x8 4x6 3x6 4x6 3x12 4x6 5x8 6x6 3x4 5x6 3x6 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-9-8 8-9-8 15-3-5 6-5-13 25-1-8 9-10-2 34-11-10 9-10-2 43-1-13 8-2-3 48-7-0 5-5-3 8-9-8 8-9-8 15-3-5 6-5-13 21-10-2 6-6-12 28-4-14 6-6-12 34-11-10 6-6-12 43-1-13 8-2-3 48-7-0 5-5-3 3- 7 - 1 7- 3 - 0 12 - 1 - 6 5- 1 0 - 8 12 - 1 - 6 5.00 12 9.00 12 5.50 12 Plate Offsets (X,Y)-- [1:Edge,0-2-8], [9:0-2-12,0-2-0], [11:0-3-8,0-2-8], [18:0-3-8,0-1-8], [24:0-1-12,0-1-0], [27:0-1-12,0-1-0], [30:0-1-12,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.92 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.35 -0.68 0.12 0.07 (loc) 14-16 14-16 10 14 l/defl >999 >858 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 349 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-18,8-11,1-19,9-10: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-6 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-16, 4-16, 6-13, 8-11, 1-19, 9-10 REACTIONS.(lb/size) 19=2292/0-3-8, 10=2361/0-3-0 Max Horz 19=-168(LC 4) Max Uplift19=-47(LC 6), 10=-50(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2786/267, 2-3=-2821/357, 3-4=-2175/335, 4-5=-2542/359, 5-6=-2542/359, 6-7=-2058/344, 7-8=-2366/332, 8-9=-1661/232, 1-19=-2211/246, 9-10=-2334/233 BOT CHORD 17-18=-104/2500, 17-35=-104/2500, 16-35=-104/2500, 16-36=-111/2490, 15-36=-111/2490, 15-37=-111/2490, 14-37=-111/2490, 14-38=-102/2451, 38-39=-102/2451, 13-39=-102/2451, 12-13=-33/1482, 12-40=-33/1482, 11-40=-33/1482 WEBS 2-18=-708/162, 2-16=-494/150, 3-16=-86/1234, 4-16=-778/199, 4-14=0/289, 6-14=0/412, 6-13=-923/99, 7-13=0/569, 8-13=-31/838, 8-11=-1279/182, 1-18=-177/2602, 9-11=-140/2140 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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 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, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 19, 10. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss GE04 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467739 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-f?4wRQ5lwzabxrkTdTfYofaJBHgzXZhVTCLftmzD0Wb Scale = 1:21.7 1 2 3 4 5 8 7 6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 -0-10-8 0-10-8 5-10-0 5-10-0 0- 3 - 1 4 2- 9 - 1 5.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.09 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 1 1 6 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 20 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 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-10-0. (lb) - Max Horz 2=84(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 2, 7, 8 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Gable studs spaced at 1-4-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 7, 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss GE05 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467740 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-f?4wRQ5lwzabxrkTdTfYofaH6HgrXZZVTCLftmzD0Wb Scale = 1:44.0 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 3x6 3x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 13-10-0 13-10-0 -0-10-8 0-10-8 13-10-0 13-10-0 0- 3 - 1 4 6- 1 - 1 5.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.10 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 1 1 13 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 63 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 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-10-0. (lb) - Max Horz 2=195(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 21 Max Grav All reactions 250 lb or less at joint(s) 13, 2, 14, 15, 16, 17, 18, 19, 20, 21 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Gable studs spaced at 1-4-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 14, 15, 16, 17, 18, 19, 20, 21. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss GE06 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467741 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-7BeIem6NhHiSZ?JfBABnKt7T0h?dG0meis4DPDzD0Wa Scale = 1:27.4 1 2 3 4 5 6 10 9 8 7 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 -0-10-8 0-10-8 7-10-0 7-10-0 0- 3 - 1 4 3- 7 - 1 5.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.13 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 1 1 7 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 28 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 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 7-10-0. (lb) - Max Horz 2=112(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 7, 2, 8, 9, 10 Max Grav All reactions 250 lb or less at joint(s) 7, 2, 8, 9 except 10=312(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Gable studs spaced at 1-4-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 2, 8, 9, 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss GE07 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467742 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-7BeIem6NhHiSZ?JfBABnKt7T9h0bG0feis4DPDzD0Wa Scale = 1:22.6 1 2 3 5 4 2x4 3x4 2x4 2x4 -0-10-8 0-10-8 1-3-8 1-3-8 1- 7 - 5 3- 1 - 7 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 1 1 4 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 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 1-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=133/1-3-8, 4=9/1-3-8 Max Horz 5=86(LC 5) Max Uplift5=-65(LC 4), 4=-104(LC 5) Max Grav 5=133(LC 1), 4=94(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 5 except (jt=lb) 4=104. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss GE08 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467743 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-bNCgs67?SaqJB9uslui0t4gRX5Cz?JnoxWqmxfzD0WZ Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 28 27 26 25 24 23 22 21 20 19 18 29 30 31 32 33 3435 3x4 2x4 6x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 20-11-8 20-11-8 4-10-15 4-10-15 10-8-9 5-9-10 20-11-8 10-2-15 6- 2 - 1 1 11 - 1 1 - 7 0- 0 - 4 11 - 1 1 - 7 14.00 12 Plate Offsets (X,Y)-- [5:0-2-11,Edge], [10:0-3-2,0-2-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.97 0.76 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 17 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 161 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud *Except* 10-17: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 4-25,3-26,11-23,12-22: 2x4 SPF No.2 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.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 29, 31, 33, 34, 35 REACTIONS.All bearings 20-11-8. (lb) - Max Horz 28=-350(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 28, 25, 21, 20, 19 except 17=-217(LC 5), 26=-439(LC 11), 27=-101(LC 6), 23=-218(LC 4), 22=-488(LC 10), 18=-102(LC 7) Max Grav All reactions 250 lb or less at joint(s) 28, 26, 27, 22, 21, 20, 19, 18 except 17=326(LC 4), 25=926(LC 1), 23=991(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-151/341, 11-12=-258/348, 12-13=-208/279, 13-14=-262/291, 14-15=-314/301, 15-16=-358/307, 16-17=-429/327 BOT CHORD 27-28=-211/297, 26-27=-211/297, 25-26=-211/297, 24-25=-212/300, 23-24=-212/300, 22-23=-210/297, 21-22=-210/297, 20-21=-210/297, 19-20=-210/297, 18-19=-210/297, 17-18=-210/297 WEBS 25-34=-399/193, 4-34=-391/181, 23-35=-462/328, 11-35=-482/323 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 28, 25, 21, 20, 19 except (jt=lb) 17=217, 26=439, 27=101, 23=218, 22=488, 18=102. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. May 25,2018 Job B18801686 Truss GE09 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467744 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-bNCgs67?SaqJB9uslui0t4geo5Me?ROoxWqmxfzD0WZ Scale = 1:51.7 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 2x4 3x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 7-11-0 7-11-0 -0-10-8 0-10-8 3-11-8 3-11-8 7-11-0 3-11-8 8-9-8 0-10-8 1- 0 - 1 4 5- 8 - 5 1- 0 - 1 4 14.00 12 Plate Offsets (X,Y)-- [5:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.08 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 9 9 10 9 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 44 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 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 7-11-0. (lb) - Max Horz 16=143(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 10, 14, 12 except 16=-101(LC 4), 15=-113(LC 6), 11=-111(LC 7) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 14, 12 except (jt=lb) 16=101, 15=113, 11=111. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "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. May 25,2018 Job B18801686 Truss J01 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467745 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-4Zm23R8dDuyAoIT2IbDFQICohUiTkv9xA9ZKT5zD0WY Scale = 1:21.0 1 2 5 3 4 2x4 3x6 1-6-6 1-6-6 -0-10-8 0-10-8 1-6-6 1-6-6 1- 0 - 1 4 2- 1 0 - 5 2- 3 - 3 2- 1 0 - 5 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.01 0.00 (loc) 5 5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 1-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=139/0-3-8, 3=23/Mechanical, 4=9/Mechanical Max Horz 5=114(LC 6) Max Uplift3=-44(LC 6), 4=-23(LC 6) Max Grav 5=139(LC 1), 3=23(LC 1), 4=25(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss J02 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467746 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-4Zm23R8dDuyAoIT2IbDFQICmQUh7kv9xA9ZKT5zD0WY Scale = 1:29.8 1 2 5 3 4 3x4 3x6 2-9-5 2-9-5 -0-10-8 0-10-8 2-9-5 2-9-5 1- 0 - 1 4 4- 3 - 1 2 3- 8 - 1 0 4- 3 - 1 2 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 -0.02 0.01 (loc) 4-5 4-5 3 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 2-9-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=176/0-3-8, 3=64/Mechanical, 4=27/Mechanical Max Horz 5=158(LC 6) Max Uplift3=-80(LC 6), 4=-15(LC 6) Max Grav 5=176(LC 1), 3=64(LC 1), 4=49(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss J03 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467747 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-4Zm23R8dDuyAoIT2IbDFQICl1Ufxkv9xA9ZKT5zD0WY Scale = 1:29.0 1 2 3 43x6 4-9-6 4-9-6 -0-10-8 0-10-8 4-9-6 4-9-6 0- 7 - 1 4 4- 2 - 1 5 9.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.27 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.07 -0.00 0.00 (loc) 2-4 2-4 3 2 l/defl >999 >761 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=137/Mechanical, 2=246/0-3-8, 4=47/Mechanical Max Horz 2=134(LC 6) Max Uplift3=-90(LC 6) Max Grav 3=137(LC 1), 2=246(LC 1), 4=94(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss J04 Truss Type Jack-Open Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467748 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-YmKQHn9G_C41QS2EsIkUyVl?5u3qTMP4OpJt0YzD0WX Scale = 1:15.0 1 2 3 43x6 1-8-1 1-8-1 -0-10-8 0-10-8 1-8-1 1-8-1 0- 7 - 1 4 1- 1 0 - 1 5 9.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 2 2-4 3 2 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 6 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=36/Mechanical, 2=133/0-3-8, 4=17/Mechanical Max Horz 2=63(LC 6) Max Uplift3=-30(LC 6), 2=-19(LC 6) Max Grav 3=36(LC 1), 2=133(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss M01 Truss Type Monopitch Qty 10 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467749 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-YmKQHn9G_C41QS2EsIkUyVluEu_WTKP4OpJt0YzD0WX Scale = 1:57.9 1 2 3 5 4 2x4 2x4 3x6 4x6 -0-10-8 0-10-8 5-10-8 5-10-8 1- 0 - 1 4 7- 1 1 - 2 7- 7 - 1 0 0- 3 - 8 7- 1 1 - 2 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.37 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.15 -0.00 0.00 (loc) 4-5 4-5 4 5 l/defl >999 >460 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 32 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 5-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=290/0-3-8, 4=218/0-1-8 Max Horz 5=266(LC 6) Max Uplift4=-169(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-322/18 WEBS 2-4=-19/326 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) except (jt=lb) 4=169. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss M02 Truss Type MONOPITCH Qty 8 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467750 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-YmKQHn9G_C41QS2EsIkUyVlvMuzWTHw4OpJt0YzD0WX Scale = 1:44.1 1 2 3 4 5 7 6 3x6 3x4 3x6 3x6 3x4 2x4 7-0-0 7-0-0 14-1-8 7-1-8 -0-10-8 0-10-8 7-0-0 7-0-0 14-1-8 7-1-8 0- 3 - 1 4 6- 2 - 8 5.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.44 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.17 0.02 0.09 (loc) 6-7 6-7 6 6-7 l/defl >999 >990 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 50 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 5-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 1 Row at midpt 3-6 REACTIONS.(lb/size) 6=543/0-3-8, 2=622/0-10-0 Max Horz 2=195(LC 6) Max Uplift6=-198(LC 6), 2=-162(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-902/453 BOT CHORD 2-7=-565/764, 6-7=-565/764 WEBS 3-7=-227/323, 3-6=-812/601 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=198, 2=162. 5) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss M03 Truss Type MONOPITCH Qty 21 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467751 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-0ytpU79ulVCu2cdRQ0FjVjIzeIMfClSEdT2QY_zD0WW Scale = 1:64.6 1 2 3 5 4 3x6 3x4 6x8 5x6 6-8-0 6-8-0 -0-10-8 0-10-8 6-8-0 6-8-0 1- 0 - 1 4 8- 1 0 - 3 8- 6 - 1 1 0- 3 - 8 8- 1 0 - 3 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-5] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.25 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.15 -0.01 -0.00 (loc) 4-5 4-5 4 4-5 l/defl >999 >501 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 37 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: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-8-7 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS.(lb/size) 5=321/0-3-8, 4=250/0-1-8 Max Horz 5=295(LC 6) Max Uplift4=-188(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-255/0 BOT CHORD 4-5=-567/269 WEBS 2-4=-261/562 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) The Fabrication Tolerance at joint 2 = 12% 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) except (jt=lb) 4=188. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss M04 Truss Type Monopitch Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467752 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-0ytpU79ulVCu2cdRQ0FjVjI4yIKjCpfEdT2QY_zD0WW Scale = 1:42.8 1 2 3 4 3x4 6x6 3x6 6-11-2 6-11-2 -0-10-8 0-10-8 6-11-2 6-11-2 0- 7 - 1 4 5- 1 0 - 3 5- 6 - 1 1 0- 3 - 8 5- 1 0 - 4 9.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-2-0], [3:0-0-12,0-1-8], [4:Edge,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.51 0.37 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.24 0.00 0.06 (loc) 2-4 2-4 4 2-4 l/defl >955 >334 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=327/0-3-8, 4=268/0-1-8 Max Horz 2=181(LC 6) Max Uplift4=-88(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss M05 Truss Type Monopitch Qty 2 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467753 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-0ytpU79ulVCu2cdRQ0FjVjI99INqCm6EdT2QY_zD0WW Scale = 1:44.6 1 2 3 5 4 6 7 5x8 3x4 2x4 3x6 3x4 4-5-0 4-5-0 -0-10-8 0-10-8 4-5-0 4-5-0 1- 7 - 5 6- 9 - 3 2- 1 - 2 6- 9 - 3 14.00 12 Plate Offsets (X,Y)-- [3:0-3-10,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.18 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 -0.04 0.00 (loc) 4-5 4-5 7 4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 29 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 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=234/0-3-8, 7=134/0-3-0 Max Horz 5=211(LC 6) Max Uplift7=-144(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-256/15 WEBS 2-4=-8/250 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) 7 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 capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=144. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss M06 Truss Type Monopitch Qty 10 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467754 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-U8RBhTAWVpLlfmCd_jmy1wqJUiiWxG?Ns7o_4QzD0WV Scale = 1:28.0 1 2 3 5 4 2x4 2x4 3x6 3x4 3-9-8 3-9-8 -0-10-8 0-10-8 3-9-8 3-9-8 1- 2 - 5 4- 0 - 7 3- 8 - 1 5 0- 3 - 8 4- 0 - 7 9.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.15 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.00 (loc) 4-5 4-5 4 5 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 18 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 3-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=210/0-3-8, 4=131/0-1-8 Max Horz 5=129(LC 6) Max Uplift4=-68(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss MG01 Truss Type Monopitch Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467755 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-U8RBhTAWVpLlfmCd_jmy1wqIAiVHxG6Ns7o_4QzD0WV Scale = 1:57.5 1 2 3 5 46 7 2x4 4x6 2x4 3x6 5-10-8 5-10-8 -0-10-8 0-10-8 5-10-8 5-10-8 1- 0 - 1 4 7- 1 1 - 2 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.99 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.21 -0.00 0.05 (loc) 4-5 4-5 4 4-5 l/defl >761 >326 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 77 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-0 oc bracing. REACTIONS.(lb/size) 4=1287/Mechanical, 5=1268/0-3-8 Max Horz 5=265(LC 5) Max Uplift4=-216(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-259/18, 6-7=-259/18, 4-7=-259/18 WEBS 2-4=-18/261 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. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=216. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1024 lb down and 49 lb up at 2-0-12, and 1024 lb down and 49 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) + Uninhab. Attic Storage: 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: 6=-1024(B) 7=-1024(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. May 25,2018 Job B18801686 Truss PB01 Truss Type GABLE Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467756 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-U8RBhTAWVpLlfmCd_jmy1wqKqijLxFnNs7o_4QzD0WV Scale = 1:35.2 1 2 3 4 5 6 7 8 13 12 11 10 9 6x6 6x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-8-5 19-8-5 3-9-0 3-9-0 15-11-5 12-2-5 19-8-5 3-9-0 0- 4 - 1 0 2- 5 - 1 5 2- 9 - 1 2 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 2- 5 - 1 5 9.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.09 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 8 8 7 8 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 53 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 18-4-0. (lb) - Max Horz 2=-54(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 10, 11, 13, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 7 except 9=278(LC 11), 10=343(LC 10), 11=336(LC 11), 13=274(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-10=-262/109, 4-11=-257/107 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, 9, 10, 11, 13, 7. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) 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. May 25,2018 Job B18801686 Truss PB02 Truss Type Piggyback Qty 8 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467757 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-yL?ZvpB8G7TcHwnpXRHBa8NXT64VgjyX4nXXcszD0WU Scale = 1:17.9 1 2 3 4 5 6 4x6 2x4 2x4 2x4 4-4-2 4-4-2 2-2-1 2-2-1 4-4-2 2-2-1 0- 5 - 1 0 2- 6 - 7 0- 1 - 8 0- 5 - 1 0 0- 1 - 8 14.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-0], [3:Edge,0-1-14], [4:0-2-10,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.03 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 4 5 4 4 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=107/3-3-15, 4=107/3-3-15, 6=90/3-3-15 Max Horz 2=-51(LC 4) Max Uplift2=-22(LC 6), 4=-25(LC 7) Max Grav 2=107(LC 1), 4=107(LC 1), 6=99(LC 2) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 2, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) 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. May 25,2018 Job B18801686 Truss PB03 Truss Type GABLE Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467758 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-yL?ZvpB8G7TcHwnpXRHBa8NSQ61Lgg1X4nXXcszD0WU Scale = 1:56.3 1 2 3 4 5 6 11 10 9 8 7 2x4 2x4 4x6 3x6 2x4 2x4 2x4 2x4 2x4 3x4 17-5-15 17-5-15 7-7-12 7-7-12 17-5-15 9-10-3 1- 6 - 5 7- 3 - 2 7- 4 - 1 0 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 9.00 12 Plate Offsets (X,Y)-- [5:0-1-13,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 0.24 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.01 0.02 0.00 -0.01 (loc) 6 6 5 6 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 59 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 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-9-12. (lb) - Max Horz 11=-162(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 11, 5 except 10=-115(LC 6), 7=-139(LC 7) Max Grav All reactions 250 lb or less at joint(s) 11, 5 except 8=416(LC 1), 10=424(LC 10), 7=521(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-10=-263/160, 4-7=-325/190 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 5 except (jt=lb) 10=115, 7=139. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. 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. May 25,2018 Job B18801686 Truss PB04 Truss Type GABLE Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467759 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-QXZx69Cm1QbTv4L?58pQ7LwfiVOaP9bgJRH49JzD0WT Scale = 1:40.1 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 4x8 4x8 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 2x4 19-8-5 19-8-5 12-10-0 12-10-0 19-8-5 6-10-5 0- 4 - 1 0 4- 9 - 1 5 5- 1 - 1 2 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 4- 9 - 1 5 9.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-6], [6:0-4-0,0-1-6] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.17 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 0.00 (loc) 8 8 8 8 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 63 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 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 18-4-0. (lb) - Max Horz 2=108(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 15, 10, 8, 13 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 13 except 11=385(LC 11), 12=372(LC 11), 15=311(LC 10), 10=279(LC 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 15, 10, 8, 13. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) 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. May 25,2018 Job B18801686 Truss PB05 Truss Type Piggyback Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467760 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-QXZx69Cm1QbTv4L?58pQ7LwhtVQyPAAgJRH49JzD0WT Scale = 1:10.7 1 2 3 4 5 6 8 7 5x6 5x6 2x4 2x4 2x4 2x4 4-4-2 4-4-2 4-4-2 4-4-2 0- 5 - 1 0 1- 2 - 2 1- 4 - 7 0- 1 - 8 0- 5 - 1 0 0- 1 - 8 1- 0 - 1 0 14.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-0], [3:0-4-0,Edge], [4:0-4-0,Edge], [5:0-2-10,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.02 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 0.00 (loc) 5 5 5 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 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 4-4-2 oc purlins, except 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 3-3-15. (lb) - Max Horz 2=21(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 5, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 5, 8, 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5, 8, 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. 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. May 25,2018 Job B18801686 Truss PB06 Truss Type GABLE Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467761 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-QXZx69Cm1QbTv4L?58pQ7LwgJVPQP9MgJRH49JzD0WT Scale = 1:35.2 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 4x8 4x8 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-8-5 19-8-5 1-10-7 1-10-7 17-9-14 15-11-7 19-8-5 1-10-7 0- 4 - 1 0 1- 1 - 0 1- 4 - 1 3 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 1- 1 - 0 9.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-6], [8:0-4-0,0-1-6] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.12 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 10 10 10 10 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 47 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 18-4-0. (lb) - Max Horz 2=-21(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 17, 16, 14, 13, 12, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 17, 10 except 16=337(LC 11), 14=309(LC 1), 13=348(LC 10), 12=264(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-16=-255/104, 7-13=-263/107 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, 17, 16, 14, 13, 12, 10. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) 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. May 25,2018 Job B18801686 Truss PB07 Truss Type Piggyback Qty 11 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467762 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-uj7JKVCOokjKWDwCfsKffZSr0vkf8brpY50ehlzD0WS Scale = 1:56.3 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-8-5 19-8-5 9-10-3 9-10-3 19-8-5 9-10-3 0- 4 - 1 0 7- 3 - 2 7- 4 - 1 0 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 9.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.18 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 0.00 0.00 (loc) 8 8 8 8 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 64 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 18-4-0. (lb) - Max Horz 2=-162(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 10, 8 except 14=-110(LC 6), 11=-110(LC 7) Max Grav All reactions 250 lb or less at joint(s) 2, 15, 10, 8 except 12=409(LC 1), 14=429(LC 10), 11=429(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-14=-267/159, 6-11=-267/159 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 2, 15, 10, 8 except (jt=lb) 14=110, 11=110. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) 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. May 25,2018 Job B18801686 Truss PB08 Truss Type GABLE Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467763 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-uj7JKVCOokjKWDwCfsKffZSq9vkE8bGpY50ehlzD0WS Scale = 1:47.3 1 2 3 4 5 6 7 8 13 12 11 10 91415 4x8 4x8 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-8-5 19-8-5 8-1-2 8-1-2 11-7-4 3-6-2 19-8-5 8-1-2 0- 4 - 1 0 5- 9 - 0 6- 0 - 1 3 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 5- 9 - 0 9.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-6], [5:0-4-0,0-1-6] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.15 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 0.00 (loc) 8 8 7 7 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 63 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 18-4-0. (lb) - Max Horz 2=-130(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 11 except 13=-111(LC 6), 9=-110(LC 7) Max Grav All reactions 250 lb or less at joint(s) 2, 7 except 10=425(LC 11), 11=425(LC 10), 13=360(LC 1), 9=360(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-13=-255/155, 6-9=-255/154 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11 except (jt=lb) 13=111, 9=110. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) 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. May 25,2018 Job B18801686 Truss PB09 Truss Type Piggyback Qty 2 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467764 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-MwhiXrD0Z2rA8NVODZruCm?1oJ5et4ZznlmBDBzD0WR Scale = 1:28.8 1 2 3 4 5 6 4x6 2x4 2x4 2x4 5-9-10 5-9-10 2-10-13 2-10-13 5-9-10 2-10-13 0- 5 - 1 0 3- 4 - 1 0 0- 1 - 8 0- 5 - 1 0 0- 1 - 8 14.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-0], [3:Edge,0-1-14], [4:0-2-10,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.11 0.07 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 5 5 4 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=145/4-9-6, 4=145/4-9-6, 6=130/4-9-6 Max Horz 2=-71(LC 4) Max Uplift2=-26(LC 7), 4=-30(LC 7) Max Grav 2=145(LC 1), 4=145(LC 1), 6=143(LC 2) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 2, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) 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. May 25,2018 Job B18801686 Truss PB10 Truss Type GABLE Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467765 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-MwhiXrD0Z2rA8NVODZruCm?0oJ4Xt3WznlmBDBzD0WR Scale = 1:35.2 1 2 3 4 5 6 7 8 13 12 11 10 9 4x8 4x8 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-8-5 19-8-5 4-11-12 4-11-12 14-8-9 9-8-12 19-8-5 4-11-12 0- 4 - 1 0 3- 5 - 0 3- 8 - 1 3 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 3- 5 - 0 9.00 12 Plate Offsets (X,Y)-- [2:0-1-13,0-1-8], [3:0-4-0,0-1-6], [6:0-4-0,0-1-6], [7:0-1-13,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.14 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.01 0.01 0.00 -0.00 (loc) 8 8 7 8 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 57 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 18-4-0. (lb) - Max Horz 2=75(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 10, 12, 13, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 7 except 9=334(LC 11), 10=346(LC 10), 13=267(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-10=-264/114 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, 9, 10, 12, 13, 7. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) 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. May 25,2018 Job B18801686 Truss PBE01 Truss Type GABLE Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467766 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-r6F4lBEfKLz1mX4amGM7k_YDrjSkcXR6?PVllezD0WQ Scale = 1:29.7 1 2 3 4 5 6 7 10 9 8 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5-9-10 5-9-10 2-10-13 2-10-13 5-9-10 2-10-13 0- 5 - 1 0 3- 4 - 1 0 0- 1 - 8 0- 5 - 1 0 0- 1 - 8 14.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-1-0], [4:Edge,0-1-14], [6:0-2-10,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.03 0.02 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 6 6 6 6 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 20 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 4-9-6. (lb) - Max Horz 2=-71(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 2, 6, 10, 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. 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. May 25,2018 Job B18801686 Truss T01 Truss Type Common Qty 3 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467767 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:10:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-r6F4lBEfKLz1mX4amGM7k_Y7ijLHcSA6?PVllezD0WQ Scale = 1:80.7 1 2 3 4 5 6 9 8 7 2x4 4x6 3x8 4x6 4x6 3x6 2x4 3x6 7-11-8 7-11-8 15-11-0 7-11-8 3-9-0 3-9-0 7-11-8 4-2-8 12-2-0 4-2-8 15-11-0 3-9-0 16-9-8 0-10-8 1- 0 - 1 4 10 - 4 - 5 1- 0 - 1 4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.49 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.19 0.01 0.01 (loc) 7-8 7-8 7 8 l/defl >999 >982 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 84 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* 3-8: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=623/0-3-8, 7=688/0-3-8 Max Horz 9=-269(LC 4) Max Uplift9=-28(LC 7), 7=-38(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-504/174, 3-4=-503/173, 5-7=-274/150 BOT CHORD 8-9=-107/345, 7-8=0/341 WEBS 3-8=-161/408, 2-9=-426/30, 4-7=-422/21 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 9, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss T02 Truss Type Hip Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467768 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-JIpSyWFH5f5uNhfnK_tMHB49o7cCLlnGE3FII4zD0WP Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 19 18 17 16 15 14 13 12 1120 21 22 6x10 6x6 3x6 3x4 3x6 8x8 4x6 4x8 3x4 2x4 4x8 6x6 3x6 5x8 2x4 8x8 8x10 3x8 MT18HS 2-9-8 2-9-8 6-9-11 4-0-3 14-11-10 8-2-0 23-3-6 8-3-12 31-5-5 8-2-0 37-10-3 6-4-13 44-3-0 6-4-13 2-9-8 2-9-8 6-9-11 4-0-3 14-11-10 8-2-0 23-3-6 8-3-12 31-5-5 8-2-0 37-10-3 6-4-13 44-3-0 6-4-13 45-1-8 0-10-8 6- 1 - 1 7- 3 - 0 10 - 0 - 1 3 10 - 3 - 2 0- 7 - 1 4 10 - 0 - 1 3 5.00 12 9.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [2:0-0-0,0-0-1], [8:0-4-0,0-3-0], [9:0-1-4,Edge], [15:0-3-8,0-2-0], [18:0-3-8,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.98 0.70 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.52 0.12 0.09 (loc) 12-14 12-14 9 14 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 234 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-5,5-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 16-19: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-18,2-17,8-12,8-11,1-19,1-18: 2x4 SPF-S Stud WEDGE Right: 2x8 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-15 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-18, 3-17, 4-15, 6-14, 1-19 REACTIONS.(lb/size) 19=2114/Mechanical, 9=2069/0-3-8 Max Horz 19=-232(LC 7) Max Uplift19=-97(LC 4), 9=-66(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-893/92, 2-3=-1625/195, 3-4=-2258/276, 4-5=-2467/300, 5-6=-2467/300, 6-7=-2470/302, 7-8=-2597/279, 8-9=-2983/222, 1-19=-2061/186 BOT CHORD 17-18=-142/762, 17-20=-156/1279, 16-20=-156/1279, 15-16=-156/1279, 15-21=-212/2255, 14-21=-212/2255, 14-22=-40/1983, 13-22=-40/1983, 12-13=-40/1983, 11-12=-71/2246, 9-11=-71/2246 WEBS 2-18=-1676/157, 2-17=-84/1043, 3-17=-596/155, 3-15=-209/1559, 4-15=-818/264, 4-14=-60/353, 6-14=-551/220, 7-14=-211/860, 7-12=-12/515, 8-12=-332/162, 8-11=0/263, 1-18=-143/1828 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) The Fabrication Tolerance at joint 9 = 16% 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) 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, 9. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. May 25,2018 Job B18801686 Truss T03 Truss Type Hip Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467769 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-JIpSyWFH5f5uNhfnK_tMHB4AK7Y6LlJGE3FII4zD0WP Scale = 1:105.3 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 1321 22 23 24 25 26 27 5x8 5x6 3x8 3x6 3x4 3x8 6x8 4x8 3x6 3x6 3x4 3x8 3x6 3x6 2x4 8x8 8x10 5x6 3x6 2-9-8 2-9-8 9-11-0 7-1-8 19-1-8 9-2-8 28-4-0 9-2-8 36-3-8 7-11-8 44-3-0 7-11-8 2-9-8 2-9-8 9-11-0 7-1-8 16-0-11 6-1-11 22-2-5 6-1-11 28-4-0 6-1-11 33-7-11 5-3-11 38-11-5 5-3-11 44-3-0 5-3-11 45-1-8 0-10-8 6- 1 - 1 7- 3 - 0 12 - 4 - 1 3 12 - 7 - 2 0- 7 - 1 4 12 - 4 - 1 3 5.00 12 9.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [2:0-6-0,0-2-8], [11:0-1-4,Edge], [19:0-3-8,0-3-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.97 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.65 0.13 0.07 (loc) 16-18 16-18 11 15-16 l/defl >999 >818 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 254 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 17-20: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-19,10-13,1-20: 2x4 SPF-S Stud WEDGE Right: 2x10 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-8-4 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-19, 4-18, 5-16, 5-15, 8-15, 1-20 REACTIONS.(lb/size) 20=2198/Mechanical, 11=2160/0-3-8 Max Horz 20=-254(LC 7) Max Uplift20=-22(LC 6), 11=-71(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-946/84, 2-3=-1892/229, 3-4=-1417/239, 4-5=-2051/277, 5-6=-1886/279, 6-7=-1886/280, 7-8=-2455/304, 8-9=-2764/272, 9-10=-2938/237, 10-11=-3122/220, 1-20=-2186/168 BOT CHORD 19-20=-162/254, 19-21=-162/828, 18-21=-162/828, 18-22=-137/1907, 17-22=-137/1907, 17-23=-137/1907, 16-23=-137/1907, 16-24=-93/2068, 24-25=-93/2068, 15-25=-93/2068, 14-15=0/2150, 14-26=0/2150, 26-27=0/2150, 13-27=0/2150, 11-13=-81/2356 WEBS 2-19=-1616/196, 2-18=-63/838, 3-18=-29/727, 4-18=-1133/197, 4-16=-5/625, 5-15=-527/216, 7-15=-78/1103, 8-15=-476/187, 8-13=-39/406, 1-19=-149/1988 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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 11 = 12% 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 11. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T04 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467770 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-nVMqAsGvszDl?rEzuhObqPdKKWuw4DhPTj_rqWzD0WO Scale = 1:103.8 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 1321 22 23 24 25 26 27 5x6 5x6 3x6 5x6 3x6 3x4 3x16 MT18HS8x8 4x8 3x6 3x6 3x4 3x8 3x6 3x6 2x4 8x8 8x10 3x8 MT18HS 2-9-8 2-9-8 9-3-5 6-5-13 19-1-8 9-10-3 28-11-11 9-10-3 36-7-5 7-7-11 44-3-0 7-7-11 2-9-8 2-9-8 9-3-5 6-5-13 15-10-2 6-6-12 22-4-14 6-6-12 28-11-11 6-6-12 34-6-0 5-6-5 39-1-14 4-7-14 44-3-0 5-1-2 45-1-8 0-10-8 6- 1 - 1 7- 3 - 0 12 - 1 - 6 0- 7 - 1 4 12 - 1 - 6 5.00 12 9.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [3:0-3-0,0-2-2], [7:0-3-0,0-2-2], [11:0-1-4,Edge], [19:0-3-8,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.99 0.99 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.37 -0.69 0.14 0.07 (loc) 16-18 16-18 11 15-16 l/defl >999 >773 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 249 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 14-17: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-19,8-13,10-13,1-20: 2x4 SPF-S Stud WEDGE Right: 2x10 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-9-2 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-19, 4-18, 6-16, 6-15, 8-15, 1-20 REACTIONS.(lb/size) 20=2196/Mechanical, 11=2157/0-3-8 Max Horz 20=-251(LC 7) Max Uplift20=-20(LC 5), 11=-68(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-863/78, 2-3=-1871/225, 3-4=-1415/233, 4-5=-2096/277, 5-6=-2096/277, 6-7=-1917/279, 7-8=-2485/296, 8-9=-2784/265, 9-10=-2937/234, 10-11=-3116/219, 1-20=-2182/167 BOT CHORD 19-20=-154/251, 19-21=-161/816, 18-21=-161/816, 18-22=-153/1939, 17-22=-153/1939, 17-23=-153/1939, 16-23=-153/1939, 16-24=-110/2110, 24-25=-110/2110, 15-25=-110/2110, 14-15=-11/2188, 14-26=-11/2188, 26-27=-11/2188, 13-27=-11/2188, 11-13=-82/2349 WEBS 2-19=-1650/191, 2-18=-66/854, 3-18=-26/716, 4-18=-1155/201, 4-16=0/623, 6-15=-534/219, 7-15=-63/1088, 8-15=-479/178, 8-13=-28/362, 1-19=-143/1971 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) The Fabrication Tolerance at joint 11 = 12% 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) 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, 11. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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. May 25,2018 Job B18801686 Truss T05 Truss Type PIGGYBACK BASE Qty 3 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467771 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-FhwCNCGXdGLcd?p9SPvqMc9dpwIzpheZhNkPMyzD0WN Scale = 1:100.1 1 2 3 4 5 6 7 8 9 10 11 24 23 22 21 20 19 18 17 16 1514 13 1225 26 27 28 29 5x6 5x8 3x6 5x8 3x6 3x4 3x6 3x4 2x4 6x8 5x12 2x4 3x4 4x6 8x8 3x4 5x8 3x4 3x6 4x6 8x8 5x6 2-9-8 2-9-8 9-3-5 6-5-13 15-9-3 6-5-14 23-7-8 7-10-5 28-11-11 5-4-3 35-9-0 6-9-5 36-11-0 1-2-0 42-7-0 5-8-0 2-9-8 2-9-8 9-3-5 6-5-13 15-9-3 6-5-14 23-7-8 7-10-5 28-11-11 5-4-3 34-0-0 5-0-5 35-9-0 1-9-0 42-7-0 6-10-0 6- 1 - 1 7- 3 - 0 12 - 1 - 6 1- 1 0 - 1 4 1- 0 - 0 12 - 1 - 6 5.00 12 9.00 12 Plate Offsets (X,Y)-- [1:Edge,0-3-8], [3:0-5-12,0-1-12], [7:0-6-0,0-2-0], [11:Edge,0-1-8], [17:0-2-4,0-2-12], [23:0-3-8,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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.50 0.75 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.28 0.07 0.06 (loc) 20-21 15-16 13 18 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 269 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 10-13: 2x4 SPF-S Stud, 12-14: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-23,17-20,1-24,1-23,11-12,12-15,11-15,8-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-5-2 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row at midpt 6-17 2-3-0 oc bracing: 13-15 10-0-0 oc bracing: 17-19 WEBS 1 Row at midpt 2-23, 3-21, 3-20, 4-20, 7-16, 1-24, 8-15 REACTIONS.(lb/size) 24=1723/0-3-8, 13=2302/0-3-8 Max Horz 24=-193(LC 4) Max Uplift24=-46(LC 5), 13=-11(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-683/64, 2-3=-1400/198, 3-4=-1300/237, 4-5=-1374/233, 5-6=-1374/233, 6-7=-1381/233, 7-8=-1291/205, 8-9=0/282, 10-11=-24/366, 1-24=-1726/131 BOT CHORD 23-25=-169/640, 22-25=-169/640, 21-22=-169/640, 21-26=-162/1027, 20-26=-162/1027, 6-17=-422/176, 17-27=-84/959, 16-27=-84/959, 16-28=-62/479, 28-29=-62/479, 15-29=-62/479, 13-15=-2221/166, 10-15=-306/155 WEBS 2-23=-1226/171, 2-21=-65/564, 3-20=-171/631, 4-20=-562/215, 17-20=-171/1266, 7-17=-160/810, 7-16=-286/132, 8-16=-40/815, 1-23=-109/1551, 11-15=-257/84, 8-15=-1853/52 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;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) 24, 13. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T06 Truss Type PIGGYBACK BASE Qty 5 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467772 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-FhwCNCGXdGLcd?p9SPvqMc9XjwNnphxZhNkPMyzD0WN Scale = 1:99.3 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 1121 22 23 24 25 5x6 5x8 3x6 5x8 3x6 2x4 3x6 4x6 3x4 3x4 3x4 2x4 3x8 3x6 3x6 3x6 5x6 3x4 4x6 3x6 2-9-8 2-9-8 9-3-5 6-5-13 15-9-3 6-5-13 22-1-4 6-4-1 28-11-11 6-10-7 36-0-0 7-0-5 42-7-0 6-7-0 2-9-8 2-9-8 9-3-5 6-5-13 15-9-3 6-5-13 22-1-4 6-4-1 28-11-11 6-10-7 36-0-0 7-0-5 42-7-0 6-7-0 6- 1 - 1 7- 3 - 0 12 - 1 - 6 1- 1 0 - 1 4 12 - 1 - 6 5.00 12 9.00 12 Plate Offsets (X,Y)-- [3:0-6-0,0-2-0], [7:0-6-0,0-2-0], [10:0-3-0,0-1-12] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.89 0.44 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.07 -0.14 0.02 0.01 (loc) 16-18 12-13 11 12-13 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 254 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 14-17: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 2-19,9-12,1-20,1-19,10-11,10-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16, 4-15, 6-15, 7-15, 9-13 REACTIONS.(lb/size) 20=928/0-3-8, 15=2456/0-3-8, 11=752/0-3-8 Max Horz 20=-225(LC 4) Max Uplift20=-18(LC 6), 15=-125(LC 4), 11=-18(LC 7) Max Grav 20=958(LC 10), 15=2456(LC 1), 11=772(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-383/35, 2-3=-653/127, 3-4=-295/141, 4-5=0/262, 5-6=0/262, 6-7=0/262, 7-8=-288/122, 8-9=-428/76, 9-10=-810/58, 1-20=-971/59, 10-11=-722/50 BOT CHORD 19-21=-172/351, 18-21=-172/351, 18-22=-141/434, 17-22=-141/434, 16-17=-141/434, 16-23=-128/294, 15-23=-128/294, 13-25=0/570, 12-25=0/570 WEBS 2-19=-575/109, 3-16=-322/46, 4-16=0/574, 4-15=-1094/121, 6-15=-431/180, 7-15=-947/91, 7-13=-34/597, 9-13=-464/173, 1-19=-43/858, 10-12=0/524 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 20, 11 except (jt=lb) 15=125. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T07 Truss Type Common Qty 2 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467773 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-jtUaaYH9OaTTF8OM?6R3vqinsKcuYIliw1TyvPzD0WM Scale = 1:72.8 1 2 3 4 5 6 7 10 9 8 114x8 4x6 3x6 3x6 3x6 2x4 3x6 2x4 4x8 8-0-0 8-0-0 16-0-0 8-0-0 24-0-0 8-0-0 6-0-0 6-0-0 12-0-0 6-0-0 18-0-0 6-0-0 24-0-0 6-0-0 24-10-8 0-10-8 0- 7 - 1 4 9- 7 - 1 4 0- 7 - 1 4 9.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [6:0-3-8,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.54 0.83 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.23 -0.32 0.04 0.04 (loc) 8-10 1-10 6 6-8 l/defl >999 >896 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 96 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* 2-10,5-8: 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud, Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=1044/Mechanical, 6=1100/0-3-8 Max Horz 1=-222(LC 4) Max Uplift1=-37(LC 6), 6=-65(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1424/124, 2-3=-1297/215, 3-4=-1277/213, 4-5=-1297/170, 5-6=-1448/124 BOT CHORD 1-10=-61/1056, 9-10=0/706, 9-11=0/706, 8-11=0/706, 6-8=0/1055 WEBS 2-10=-308/207, 3-10=-99/606, 3-8=-97/609, 5-8=-303/202 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, with BCDL = 10.0psf. 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) 1, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T08 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467774 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-jtUaaYH9OaTTF8OM?6R3vqiqkKl3YI1iw1TyvPzD0WM Scale = 1:86.9 1 2 3 6 5 47 4x6 3x4 3x4 2x4 3x4 3x4 2-9-8 2-9-8 8-11-12 6-2-4 2-9-8 2-9-8 8-11-12 6-2-4 6- 1 - 1 7- 3 - 0 11 - 1 0 - 1 1 5.00 12 9.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.31 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.11 -0.00 -0.00 (loc) 4-5 4-5 4 4-5 l/defl >999 >913 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 64 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* 3-4,2-4: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-4, 2-4 REACTIONS.(lb/size) 4=396/Mechanical, 6=408/0-3-8 Max Horz 6=173(LC 6) Max Uplift4=-202(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-431/0 WEBS 1-5=0/363 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;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, with BCDL = 10.0psf. 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) except (jt=lb) 4=202. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss T09 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467775 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-B42zouIn9ubKsIzYZqyIR1Fwpk2KHdqr9hDWRrzD0WL Scale = 1:85.4 1 2 3 4 5 6 7 8 15 14 13 12 11 10 916 17 18 2x4 3x4 3x6 4x6 3x6 3x6 3x8 2x4 4x8 2x4 4x8 3x6 3x6 3x4 4x6 5-5-8 5-5-8 10-7-8 5-2-0 17-5-15 6-10-7 24-6-4 7-0-5 31-1-4 6-7-0 5-5-8 5-5-8 10-7-8 5-2-0 17-5-15 6-10-7 24-6-4 7-0-5 31-1-4 6-7-0 12 - 1 - 6 1- 1 0 - 1 4 12 - 1 - 6 9.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-2-0], [8:0-3-0,0-1-12] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.59 0.50 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.07 -0.14 0.01 0.02 (loc) 11-13 10-11 9 10-11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 196 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* 7-10,8-9,8-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-11 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-15, 1-14, 2-14, 4-14, 4-13, 4-11, 5-11, 7-11 REACTIONS.(lb/size) 15=611/Mechanical, 13=1493/0-3-8, 9=934/0-3-8 Max Horz 15=-339(LC 7) Max Uplift15=-103(LC 4), 13=-5(LC 4), 9=-1(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-477/165, 4-5=-414/139, 5-6=-519/112, 6-7=-658/66, 7-8=-1010/50, 8-9=-883/39 BOT CHORD 15-16=-51/339, 14-16=-51/339, 14-17=-69/259, 13-17=-69/259, 12-13=-69/259, 11-12=-69/259, 11-18=0/730, 10-18=0/730 WEBS 1-14=-132/369, 2-14=-316/126, 4-13=-1143/124, 4-11=-97/670, 7-11=-426/178, 8-10=0/688 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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, with BCDL = 10.0psf. 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) 13, 9 except (jt=lb) 15=103. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T10 Truss Type Piggyback Base Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467776 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-B42zouIn9ubKsIzYZqyIR1Fu_kxkHdXr9hDWRrzD0WL Scale = 1:107.7 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 122122 23 24 25 26 4x6 6x6 4x6 6x6 5x12 3x8 4x6 2x4 4x8 4x6 3x6 4x6 3x12 4x6 5x8 3x4 5x6 3x6 3x8 7-7-11 7-7-11 15-3-5 7-7-11 25-1-8 9-10-2 34-11-10 9-10-2 43-1-13 8-2-3 48-7-0 5-5-3 -0-10-8 0-10-8 7-7-11 7-7-11 15-3-5 7-7-11 21-10-2 6-6-12 28-4-14 6-6-12 34-11-10 6-6-12 43-1-13 8-2-3 48-7-0 5-5-3 0- 7 - 1 4 12 - 1 - 6 5- 1 0 - 8 12 - 1 - 6 9.00 12 5.50 12 Plate Offsets (X,Y)-- [11:0-2-12,0-2-0], [13:0-3-8,0-2-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.92 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.36 -0.66 0.15 0.07 (loc) 16-18 16-18 12 16 l/defl >999 >877 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 317 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-20,10-13,11-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-2 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-18, 6-18, 8-15, 10-13, 11-12 REACTIONS.(lb/size) 2=2453/0-3-8, 12=2372/0-3-0 Max Horz 2=-274(LC 4) Max Uplift2=-76(LC 6), 12=-39(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3515/273, 3-4=-2896/291, 4-5=-2746/341, 5-6=-2208/327, 6-7=-2564/354, 7-8=-2564/354, 8-9=-2071/340, 9-10=-2380/329, 10-11=-1669/230, 11-12=-2346/230 BOT CHORD 2-21=-111/2686, 20-21=-111/2686, 19-20=-111/2686, 18-19=-111/2686, 18-22=-108/2515, 17-22=-108/2515, 17-23=-108/2515, 16-23=-108/2515, 16-24=-100/2470, 24-25=-100/2470, 15-25=-100/2470, 14-15=-32/1489, 14-26=-32/1489, 13-26=-32/1489 WEBS 3-20=0/339, 3-18=-625/192, 5-18=-70/1243, 6-18=-763/237, 6-16=-30/277, 8-16=0/423, 8-15=-936/98, 9-15=0/575, 10-15=-30/846, 10-13=-1287/180, 11-13=-137/2151 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 2, 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T11 Truss Type Piggyback Base Qty 3 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467777 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-fGcL?EJPwBjBUSXk7XTX_Fn2v8HP04u?OLy3zHzD0WK Scale = 1:110.5 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 1322 23 24 25 26 27 28 4x6 6x6 4x6 6x6 4x6 6x10 3x8 MT18HS 4x6 2x4 4x8 4x6 3x6 4x6 3x8 4x6 4x10 3x4 5x6 3x6 3x8 MT18HS 7-7-11 7-7-11 15-3-5 7-7-11 25-1-8 9-10-2 34-11-10 9-10-2 43-1-13 8-2-3 51-7-8 8-5-11 -0-10-8 0-10-8 7-7-11 7-7-11 15-3-5 7-7-11 21-10-2 6-6-12 28-4-14 6-6-12 34-11-10 6-6-12 43-1-13 8-2-3 51-7-8 8-5-11 0- 7 - 1 4 12 - 1 - 6 4- 5 - 1 2 12 - 1 - 6 9.00 12 5.50 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-12], [12:0-2-12,0-2-4], [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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.83 0.96 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.39 -0.71 0.18 0.08 (loc) 17-19 17-19 13 17 l/defl >999 >869 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 329 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-21,11-14,12-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-12 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-19, 6-19, 8-16, 11-14, 12-13 REACTIONS.(lb/size) 2=2594/0-3-8, 13=2466/0-3-8 Max Horz 2=218(LC 6) Max Uplift2=-73(LC 6), 13=-58(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3740/289, 3-4=-3128/308, 4-5=-2979/357, 5-6=-2396/340, 6-7=-2875/375, 7-8=-2875/375, 8-9=-2503/370, 9-10=-2745/365, 10-11=-2860/328, 11-12=-2600/275, 12-13=-2399/265 BOT CHORD 2-22=-210/2862, 21-22=-210/2862, 20-21=-210/2862, 20-23=-210/2862, 19-23=-210/2862, 19-24=-128/2784, 18-24=-128/2784, 18-25=-128/2784, 17-25=-128/2784, 17-26=-139/2822, 26-27=-139/2822, 16-27=-139/2822, 15-16=-176/2304, 15-28=-176/2304, 14-28=-176/2304 WEBS 3-21=0/332, 3-19=-615/192, 5-19=-79/1381, 6-19=-926/235, 6-17=-28/427, 8-17=0/301, 8-16=-801/94, 9-16=-7/737, 11-16=-21/435, 11-14=-841/195, 12-14=-196/2545 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T12 Truss Type Roof Special Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467778 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-fGcL?EJPwBjBUSXk7XTX_Fn338Lh01Z?OLy3zHzD0WK Scale = 1:107.3 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 122223 24 25 26 4x6 6x6 4x6 6x10 3x8 4x6 2x4 3x6 5x8 2x4 2x4 4x8 3x8 8x8 4x10 3x4 5x6 5x6 3x6 3x8 MT18HS 7-2-0 7-2-0 14-0-7 6-10-8 21-7-11 7-7-4 29-4-12 7-9-0 37-0-0 7-7-4 44-2-0 7-2-0 51-7-8 7-5-8 -0-10-8 0-10-8 7-2-0 7-2-0 14-0-7 6-10-8 21-7-11 7-7-4 29-4-12 7-9-0 37-0-0 7-7-4 44-2-0 7-2-0 51-7-8 7-5-8 0- 7 - 1 4 11 - 0 - 5 11 - 2 - 3 4- 5 - 1 2 11 - 0 - 5 9.00 12 5.50 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-12], [10:0-4-0,0-4-8], [11:0-2-12,0-2-4], [13:0-3-8,0-2-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.68 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.49 0.18 0.08 (loc) 18-20 18-20 12 16-18 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 331 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-21,10-13,11-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-20, 5-18, 6-18, 8-18, 8-15, 10-13, 11-12 REACTIONS.(lb/size) 2=2520/0-3-8, 12=2459/0-3-8 Max Horz 2=208(LC 6) Max Uplift2=-66(LC 6), 12=-54(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3624/285, 3-4=-3167/305, 4-5=-3143/354, 5-6=-3046/384, 6-7=-3044/383, 7-8=-3044/383, 8-9=-2491/355, 9-10=-2835/354, 10-11=-2444/257, 11-12=-2399/258 BOT CHORD 2-22=-217/2769, 21-22=-217/2769, 20-21=-217/2769, 19-20=-108/2427, 19-23=-108/2427, 18-23=-108/2427, 18-24=-171/3107, 17-24=-171/3107, 16-17=-171/3107, 16-25=-171/3107, 15-25=-171/3107, 14-15=-169/2172, 14-26=-169/2172, 13-26=-169/2172 WEBS 3-21=0/287, 3-20=-440/172, 5-20=-24/565, 5-18=-225/1163, 6-18=-508/204, 8-16=0/436, 8-15=-1158/87, 9-15=-8/739, 10-15=-29/609, 10-13=-967/189, 11-13=-192/2468 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T13 Truss Type Half Hip Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467779 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-7SAjDaJ2hVr26c6whF_mXSKHgXoeldX8c?icVkzD0WJ Scale = 1:58.7 1 2 3 4 7 6 5 5x6 2x4 2x4 4x6 5x8 3x4 5-4-9 5-4-9 6-8-0 1-3-7 -0-10-8 0-10-8 5-4-9 5-4-9 6-8-0 1-3-7 1- 0 - 1 4 7- 2 - 5 7- 4 - 3 6- 1 0 - 1 3 0- 3 - 8 7- 2 - 5 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-5], [3:0-3-9,0-2-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.19 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.05 -0.00 0.00 (loc) 6-7 6-7 5 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 45 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 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. REACTIONS.(lb/size) 7=321/0-3-8, 5=250/0-1-8 Max Horz 7=251(LC 6) Max Uplift5=-126(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-271/0 BOT CHORD 6-7=-412/154 WEBS 3-5=-284/230, 2-6=-106/380 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 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) except (jt=lb) 5=126. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T14 Truss Type Hip Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467780 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-7SAjDaJ2hVr26c6whF_mXSKFqXkgldL8c?icVkzD0WJ Scale = 1:43.5 1 2 3 4 5 6 7 13 12 11 10 9 8 6x6 6x6 2x4 3x6 3x6 3x8 2x4 3x6 4x6 2x4 4x6 3-4-6 3-4-6 10-9-8 7-5-2 18-2-10 7-5-2 21-7-0 3-4-6 -0-10-8 0-10-8 3-4-6 3-4-6 10-9-8 7-5-2 18-2-10 7-5-2 21-7-0 3-4-6 22-5-8 0-10-8 1- 7 - 5 5- 4 - 9 5- 6 - 7 1- 7 - 5 5- 4 - 9 14.00 12 Plate Offsets (X,Y)-- [3:0-3-15,0-3-0], [5:0-3-15,0-3-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.44 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.17 0.01 0.02 (loc) 9-10 9-10 8 10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 99 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* 3-10,5-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-7 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 13=913/0-3-8, 8=913/0-3-8 Max Horz 13=-144(LC 4) Max Uplift13=-62(LC 5), 8=-62(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-785/116, 3-4=-976/170, 4-5=-976/170, 5-6=-785/116, 2-13=-904/109, 6-8=-904/109 BOT CHORD 11-12=-118/478, 10-11=-118/478, 9-10=-54/478 WEBS 3-10=-140/621, 4-10=-528/213, 5-10=-140/621, 2-12=-65/519, 6-9=-66/519 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T15 Truss Type Hip Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467781 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-cek5QwKgSpzvjmh7EyV?3gtT4x5WU2hIrfRA2AzD0WI Scale = 1:53.5 1 2 3 4 5 6 7 13 12 11 10 9 81415 6x6 6x6 2x4 3x6 3x6 3x8 2x4 3x6 4x6 2x4 4x6 4-7-13 4-7-13 10-9-8 6-1-11 16-11-3 6-1-11 21-7-0 4-7-13 -0-10-8 0-10-8 4-7-13 4-7-13 10-9-8 6-1-11 16-11-3 6-1-11 21-7-0 4-7-13 22-5-8 0-10-8 1- 7 - 5 6- 1 0 - 9 7- 0 - 7 1- 7 - 5 6- 1 0 - 9 14.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-1-8], [3:0-3-15,0-3-0], [5:0-3-15,0-3-0], [6:0-2-8,0-1-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.46 0.34 0.48 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.10 0.01 0.02 (loc) 10-12 10-12 8 10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 108 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* 3-10,5-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 13=1017/0-3-8, 8=1017/0-3-8 Max Horz 13=-180(LC 4) Max Uplift13=-33(LC 6), 8=-33(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-939/127, 3-4=-827/163, 4-5=-827/163, 5-6=-939/127, 2-13=-991/120, 6-8=-991/120 BOT CHORD 11-12=-120/544, 11-14=-120/544, 10-14=-120/544, 10-15=-47/544, 9-15=-47/544 WEBS 3-10=-120/444, 4-10=-436/177, 5-10=-120/444, 2-12=-71/521, 6-9=-73/521 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 13, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T16 Truss Type Hip Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467782 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-cek5QwKgSpzvjmh7EyV?3gtPzx_1U5sIrfRA2AzD0WI Scale = 1:60.8 1 2 3 4 5 67 12 11 10 9 813 14 6x6 6x6 2x4 3x6 3x8 3x4 6x8 2x4 6x8 3x8 5-11-4 5-11-4 15-7-12 9-8-8 21-7-0 5-11-4 -0-10-8 0-10-8 5-11-4 5-11-4 10-9-8 4-10-4 15-7-12 4-10-4 21-7-0 5-11-4 22-5-8 0-10-8 1- 7 - 5 8- 4 - 9 8- 6 - 7 1- 7 - 5 8- 4 - 9 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-5], [3:0-3-15,0-3-0], [5:0-3-15,0-3-0], [6:Edge,0-1-5] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.82 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.39 -0.71 0.01 0.01 (loc) 9-11 9-11 8 9-11 l/defl >655 >361 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 110 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* 4-11,4-9: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11, 4-9 REACTIONS.(lb/size) 12=1013/0-3-8, 8=1013/0-3-8 Max Horz 12=-217(LC 4) Max Uplift12=-37(LC 6), 8=-37(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-995/125, 3-4=-553/153, 4-5=-553/153, 5-6=-995/125, 2-12=-1014/115, 6-8=-1014/115 BOT CHORD 11-12=-260/253, 10-11=-113/649, 10-13=-113/649, 13-14=-113/649, 9-14=-113/649 WEBS 3-11=-7/394, 5-9=-7/394, 2-11=-69/500, 6-9=-72/500 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 12, 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T17 Truss Type Hip Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467783 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-4rHTeFLIC65mLwGJof0EctPdWLNyDTOR4JBjaczD0WH Scale = 1:71.4 12 3 4 5 6 7 8 13 12 11 10 914 6x6 6x6 3x6 3x8 4x6 3x6 4x6 2x4 3x6 3x6 2x4 7-2-11 7-2-11 14-4-5 7-1-10 21-7-0 7-2-11 -0-10-8 0-10-8 3-0-0 3-0-0 7-2-11 4-2-11 14-4-5 7-1-10 18-7-0 4-2-11 21-7-0 3-0-0 22-5-8 0-10-8 1- 7 - 5 9- 1 0 - 9 10 - 0 - 7 1- 7 - 5 9- 1 0 - 9 14.00 12 Plate Offsets (X,Y)-- [4:0-3-15,0-3-0], [5:0-3-15,0-3-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.55 0.58 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.21 0.02 0.01 (loc) 10-12 10-12 9 10-12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 120 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* 4-12,5-12,5-10: 2x4 SPF No.2 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.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS.(lb/size) 13=989/0-3-8, 9=1014/0-3-8 Max Horz 13=-253(LC 4) Max Uplift13=-40(LC 6), 9=-40(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-850/179, 4-5=-497/173, 5-6=-882/179 BOT CHORD 12-13=-174/483, 11-12=-39/517, 11-14=-39/517, 10-14=-39/517, 9-10=0/499 WEBS 4-12=-21/270, 5-10=-38/274, 3-13=-865/0, 6-9=-902/0 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 13, 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T18 Truss Type Hip Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467784 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-4rHTeFLIC65mLwGJof0EctPdGLP7DRiR4JBjaczD0WH Scale = 1:87.3 1 2 3 4 5 6 7 8 13 12 11 10 914 6x6 6x6 3x6 3x8 4x6 3x6 4x6 2x4 3x8 3x8 2x4 8-6-2 8-6-2 13-0-14 4-6-13 21-7-0 8-6-2 -0-10-8 0-10-8 3-6-0 3-6-0 8-6-2 5-0-2 13-0-14 4-6-13 18-1-0 5-0-2 21-7-0 3-6-0 22-5-8 0-10-8 1- 7 - 5 11 - 4 - 9 11 - 6 - 7 1- 7 - 5 11 - 4 - 9 14.00 12 Plate Offsets (X,Y)-- [4:0-3-15,0-3-0], [5:0-3-15,0-3-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.56 0.51 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.13 -0.34 0.02 0.01 (loc) 9-10 9-10 9 12 l/defl >999 >760 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 128 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* 4-12,5-12,5-10: 2x4 SPF No.2 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.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS.(lb/size) 13=969/0-3-8, 9=980/0-3-8 Max Horz 13=-289(LC 4) Max Uplift13=-41(LC 6), 9=-41(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-805/194, 4-5=-444/189, 5-6=-817/194 BOT CHORD 12-13=-180/485, 11-12=-36/451, 11-14=-36/451, 10-14=-36/451, 9-10=0/492 WEBS 4-12=-56/265, 5-10=-67/269, 3-13=-803/26, 6-9=-816/26 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 13, 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T19 Truss Type PIGGYBACK BASE Qty 9 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467785 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-4rHTeFLIC65mLwGJof0EctPdELPEDR?R4JBjaczD0WH Scale = 1:88.4 1 2 3 4 5 6 7 8 13 12 11 10 914 4x6 8x8 3x6 3x8 4x6 3x6 4x6 2x4 3x8 3x8 2x4 8-7-7 8-7-7 12-11-9 4-4-2 21-7-0 8-7-7 -0-10-8 0-10-8 3-6-0 3-6-0 8-7-7 5-1-7 12-11-9 4-4-2 18-1-0 5-1-7 21-7-0 3-6-0 22-5-8 0-10-8 1- 7 - 5 11 - 8 - 0 1- 7 - 5 11 - 8 - 0 14.00 12 Plate Offsets (X,Y)-- [4:0-3-2,0-2-0], [5:0-2-11,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.50 0.73 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.16 -0.40 0.02 0.01 (loc) 9-10 9-10 9 10 l/defl >999 >633 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 130 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* 4-12,5-12,5-10: 2x4 SPF No.2 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.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS.(lb/size) 13=961/0-3-8, 9=968/0-3-8 Max Horz 13=294(LC 5) Max Uplift13=-40(LC 6), 9=-40(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-790/192, 4-5=-434/190, 5-6=-798/192 BOT CHORD 12-13=-184/480, 12-14=-36/440, 11-14=-36/440, 10-11=-36/440, 9-10=0/484 WEBS 4-12=-58/263, 5-10=-66/262, 3-13=-784/38, 6-9=-793/38 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 13, 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss T20 Truss Type Common Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467786 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-Y1rsrbMwzQDdz3rVMNXT85yt_lrhy1xaIzwG63zD0WG Scale: 1/4"=1' 1 2 3 4 7 6 5 4x6 5x6 2x4 2x4 4x8 5x6 3-11-8 3-11-8 7-7-8 3-8-0 -0-10-8 0-10-8 3-11-8 3-11-8 7-7-8 3-8-0 1- 0 - 1 4 5- 8 - 5 1- 4 - 1 5 14.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-1], [3:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.10 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 -0.00 0.01 (loc) 6-7 6-7 5 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 38 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=359/0-8-0, 5=289/0-3-8 Max Horz 7=160(LC 5) Max Uplift7=-93(LC 6), 5=-79(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-263/179, 2-7=-324/185, 4-5=-258/154 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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, 5. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss TG01 Truss Type Common Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467787 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-Y1rsrbMwzQDdz3rVMNXT85yktlhUyt2aIzwG63zD0WG Scale = 1:89.0 1 2 3 4 5 6 78 10 9 11 12 13 14 158x10 4x10 10x16 MT18HS 8x10 4x10 10x10 2x4 10x10 2x4 6-0-0 6-0-0 9-11-0 3-11-0 15-11-0 6-0-0 3-2-0 3-2-0 7-11-8 4-9-8 12-9-0 4-9-8 15-11-0 3-2-0 16-9-8 0-10-8 1- 0 - 1 4 10 - 4 - 5 1- 0 - 1 4 14.00 12 Plate Offsets (X,Y)-- [4:0-2-9,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.83 0.76 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.25 0.03 0.06 (loc) 1-10 1-10 7 9-10 l/defl >999 >768 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 221 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 4-10,4-9: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 2-5-13, Right 2x6 SP No.1 2-5-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=7817/0-3-8, 7=6058/0-3-8 Max Horz 1=-247(LC 11) Max Uplift1=-876(LC 6), 7=-1259(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7584/1059, 2-3=-7546/1073, 3-4=-7387/1129, 4-5=-6927/1588, 5-6=-7132/1542, 6-7=-7198/1527 BOT CHORD 1-11=-705/4652, 11-12=-705/4652, 10-12=-705/4652, 10-13=-632/3589, 13-14=-632/3589, 14-15=-632/3589, 9-15=-632/3589, 7-9=-866/4261 WEBS 3-10=-157/348, 4-10=-263/6034, 4-9=-1780/4565, 5-9=-195/522 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 0-2-0 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 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) except (jt=lb) 1=876, 7=1259. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1703 lb down and 58 lb up at 1-11-12, 2176 lb down and 48 lb up at 3-11-12, 2176 lb down and 52 lb up at 5-11-12, and 2054 lb down and 109 lb up at 7-11-12, and 4353 lb down and 1807 lb up at 9-11-0 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. May 25,2018 Job B18801686 Truss TG01 Truss Type Common Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467787 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:09 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-Y1rsrbMwzQDdz3rVMNXT85yktlhUyt2aIzwG63zD0WG LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-8=-60, 1-13=-20, 13-15=-60, 7-15=-20 Concentrated Loads (lb) Vert: 10=-2176(F) 9=-4353(F) 11=-1703 12=-2176(F) 14=-2054(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 B18801686 Truss TG02 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467788 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-0DPE2xNYkkMTaDQiw43jhIVtM9_HhGOkXdgqeVzD0WF Scale = 1:92.1 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 1322 23 24 25 26 27 28 29 30 31 32 33 34 35 36 3x4 5x12 3x6 6x6 5x8 3x6 4x8 5x12 4x6 5x12 2x4 2x4 4x6 3x8 6x8 3x6 2x4 3x6 4x8 5x6 7-6-11 7-6-11 14-11-11 7-4-15 22-4-10 7-4-15 29-11-5 7-6-11 32-3-0 2-3-11 38-4-0 6-1-0 44-3-0 5-11-0 7-6-11 7-6-11 14-11-11 7-4-15 22-4-10 7-4-15 29-11-5 7-6-11 32-3-0 2-3-11 38-4-0 6-1-0 44-3-0 5-11-0 45-1-8 0-10-8 7- 8 - 1 3 9- 7 - 1 4 0- 7 - 1 4 7- 8 - 1 3 9.00 12 Plate Offsets (X,Y)-- [11:0-1-9,0-1-14], [20:0-3-8,0-2-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.91 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.30 -0.67 0.09 0.30 (loc) 17-18 17-18 11 17-18 l/defl >999 >788 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 545 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 7-8: 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 1-20,2-18,6-18,6-15,8-14: 2x4 SPF No.2 WEDGE Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-7 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-3 max.): 1-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-21, 7-14 REACTIONS.(lb/size) 21=4376/Mechanical, 11=2965/0-3-8 Max Horz 21=-262(LC 6) Max Uplift21=-1795(LC 3), 11=-530(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-21=-3832/1491, 1-2=-3692/1435, 2-3=-5773/1990, 3-4=-5773/1990, 4-5=-5773/1990, 5-6=-5773/1990, 6-7=-4460/1136, 7-8=-3970/979, 8-9=-4043/962, 9-10=-4066/919, 10-11=-4363/862 BOT CHORD 21-22=-66/265, 22-23=-66/265, 23-24=-66/265, 24-25=-66/265, 25-26=-66/265, 20-26=-66/265, 20-27=-1235/3692, 27-28=-1235/3692, 28-29=-1235/3692, 29-30=-1235/3692, 19-30=-1235/3692, 19-31=-1235/3692, 18-31=-1235/3692, 18-32=-1567/6157, 32-33=-1567/6157, 33-34=-1567/6157, 34-35=-1567/6157, 17-35=-1567/6157, 17-36=-1567/6157, 16-36=-1567/6157, 15-16=-1567/6157, 14-15=-927/4432, 13-14=-596/3308, 11-13=-596/3308 WEBS 1-20=-2006/5167, 2-20=-2554/748, 2-18=-782/2933, 4-18=-420/171, 6-18=-540/124, 6-17=-201/1557, 6-15=-2479/889, 7-15=-427/1408, 7-14=-4212/1144, 8-14=-1137/4511 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical 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) 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) except (jt=lb) 21=1795, 11=530. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1.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. May 25,2018 Job B18801686 Truss TG02 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467788 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:10 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-0DPE2xNYkkMTaDQiw43jhIVtM9_HhGOkXdgqeVzD0WF NOTES- 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 181 lb up at 1-2-4, 198 lb down and 181 lb up at 2-2-4, 198 lb down and 181 lb up at 4-2-4, 198 lb down and 181 lb up at 6-2-4, 198 lb down and 181 lb up at 8-2-4, 198 lb down and 181 lb up at 10-2-4, 198 lb down and 181 lb up at 12-2-4, 198 lb down and 181 lb up at 14-2-4, 198 lb down and 181 lb up at 16-2-4, and 198 lb down and 181 lb up at 18-2-4, and 1227 lb down and 228 lb up at 20-1-8 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) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-60, 7-8=-60, 8-12=-60, 21-24=-60, 20-24=-20, 20-29=-60, 29-34=-20, 34-36=-60, 11-36=-20 Concentrated Loads (lb) Vert: 22=-198 23=-198 25=-198 26=-198 27=-198 28=-198 30=-198 31=-198 32=-198 33=-198 35=-1227(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 B18801686 Truss TG03 Truss Type Piggyback Base Girder Qty 2 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467789 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-UQzcGHNAV1UKCN?uToayEW17nYU1Qp3tmHPNBxzD0WE Scale = 1:99.3 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 22 23 24 25 26 27 28 5x6 5x8 3x6 5x8 3x6 2x4 4x8 4x6 4x6 3x4 3x4 2x4 3x8 3x4 3x6 3x6 4x6 2x4 4x6 3x6 2-9-8 2-9-8 9-3-5 6-5-13 15-8-5 6-4-15 22-1-4 6-4-15 28-11-11 6-10-7 36-0-0 7-0-5 42-7-0 6-7-0 2-9-8 2-9-8 9-3-5 6-5-13 15-8-5 6-4-15 22-1-4 6-4-15 28-11-11 6-10-7 36-0-0 7-0-5 42-7-0 6-7-0 6- 1 - 1 7- 3 - 0 12 - 1 - 6 1- 1 0 - 1 4 12 - 1 - 6 5.00 12 9.00 12 Plate Offsets (X,Y)-- [3:0-6-0,0-2-0], [7:0-6-0,0-2-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.30 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.10 0.02 0.03 (loc) 16-18 16-18 11 16-18 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 540 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 17-20: 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 2-19,8-12,1-20,1-19,10-11,10-12: 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.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16, 4-15, 7-15 REACTIONS.(lb/size) 20=1669/0-3-8, 15=3152/0-3-8, 11=732/0-3-8 Max Horz 20=-311(LC 3) Max Uplift20=-141(LC 5), 15=-258(LC 3), 11=-22(LC 14) Max Grav 20=1699(LC 9), 15=3152(LC 1), 11=751(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-664/117, 2-3=-1401/245, 3-21=-646/177, 4-21=-644/177, 4-5=0/298, 5-6=0/298, 6-7=0/299, 7-8=-398/125, 8-9=-575/63, 9-10=-783/35, 1-20=-1656/149, 10-11=-700/54 BOT CHORD 19-20=-232/266, 19-22=-271/621, 22-23=-271/621, 18-23=-271/621, 18-24=-283/1056, 24-25=-282/1045, 17-25=-282/1043, 16-17=-283/1046, 16-26=-210/644, 15-26=-210/644, 13-28=0/549, 12-28=0/549 WEBS 2-19=-1240/164, 2-18=-155/610, 3-18=-128/680, 3-16=-874/153, 4-16=-81/1153, 4-15=-1895/287, 6-15=-406/177, 7-15=-976/77, 7-13=-34/602, 8-13=-467/173, 1-19=-108/1478, 10-12=0/502 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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) 11 except (jt=lb) 20=141, 15=258. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 403 lb down and 118 lb up at 9-1-4, and 471 lb down and 79 lb up at 11-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.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. May 25,2018 Job B18801686 Truss TG03 Truss Type Piggyback Base Girder Qty 2 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467789 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:11 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-UQzcGHNAV1UKCN?uToayEW17nYU1Qp3tmHPNBxzD0WE 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, 2-3=-60, 3-21=-310, 7-21=-60, 7-10=-60, 19-20=-20, 19-22=-60, 18-22=-20, 18-25=-60, 16-25=-20, 16-26=-60, 26-27=-20, 13-27=-60, 13-28=-20, 12-28=-60, 11-12=-20 Concentrated Loads (lb) Vert: 23=-403(B) 24=-471(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 B18801686 Truss TG04 Truss Type Flat Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467790 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-UQzcGHNAV1UKCN?uToayEW1F6YXqQy6tmHPNBxzD0WE Scale = 1:87.81 2 4 35 2x4 4x6 2x4 4x6 1-11-8 1-11-8 1-11-8 1-11-8 13 - 6 - 1 5 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 15.0 0.0 * 15.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 -0.00 0.00 (loc) 4 3-4 3 4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 105 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-4, 2-3, 1-3 REACTIONS.(lb/size) 4=526/Mechanical, 3=643/Mechanical Max Uplift4=-68(LC 3), 3=-92(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-267/30, 2-3=-267/30 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 586 lb down and 120 lb up at 1-1-12 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) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-320, 3-4=-30 Concentrated Loads (lb) Vert: 5=-586(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. May 25,2018 Job B18801686 Truss TG05 Truss Type Flat Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467791 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-ycX_TdOoGLcBqXa41V5BmjaR9ytl9PM1?x9xjNzD0WD Scale = 1:77.21 2 4 35 2x4 4x6 2x4 4x6 1-11-8 1-11-8 1-11-8 1-11-8 11 - 1 0 - 1 1 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 15.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 4 3-4 3 4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 94 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 BRACING- TOP CHORD 2-0-0 oc purlins: 1-2, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-4, 2-3 REACTIONS.(lb/size) 4=432/Mechanical, 3=506/Mechanical Max Uplift4=-107(LC 3), 3=-149(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-258/32, 2-3=-258/32 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=107, 3=149. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 371 lb down and 212 lb up at 1-1-12 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) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-310, 3-4=-30 Concentrated Loads (lb) Vert: 5=-371(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. May 25,2018 Job B18801686 Truss TG06 Truss Type Half Hip Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467792 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-Qo5MhzPR1fk2Rh9HbDcQJx7QkM1SuelADbuUFqzD0WC Scale = 1:92.9 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 1221 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 6x8 4x6 6x10 3x12 4x10 4x6 4x6 2x4 5x12 2x4 2x4 4x8 2x4 6x10 5x8 8x8 4x6 4x6 5x6 10-11-2 10-11-2 18-11-1 7-11-15 27-0-11 8-1-11 35-2-6 8-1-11 43-4-1 8-1-11 51-7-8 8-3-7 -0-10-8 0-10-8 5-8-9 5-8-9 10-11-2 5-2-9 18-11-1 7-11-15 27-0-11 8-1-11 35-2-6 8-1-11 43-4-1 8-1-11 51-7-8 8-3-7 0- 7 - 1 4 8- 7 - 1 4 8- 1 0 - 3 8- 7 - 1 4 9.00 12 Plate Offsets (X,Y)-- [2:0-10-0,0-1-4], [10:0-3-8,0-2-8], [13:0-3-8,0-4-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.82 0.95 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.28 -0.61 0.16 0.38 (loc) 15-16 16-18 12 15-16 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 733 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 3-20,4-20,5-18,7-16,8-15,10-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-2 max.): 4-11. BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 1 Row at midpt 11-12, 10-13, 11-13 REACTIONS.(lb/size) 12=5604/0-3-8, 2=5057/0-3-8 Max Horz 2=276(LC 5) Max Uplift12=-2849(LC 3), 2=-2101(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7489/3324, 3-4=-7302/3374, 4-5=-8036/3930, 5-6=-8033/3928, 6-7=-8033/3928, 7-8=-7531/3809, 8-9=-7531/3809, 9-10=-7531/3809, 10-11=-4749/2412, 11-12=-4973/2506 BOT CHORD 2-21=-2721/5827, 21-22=-2721/5827, 20-22=-2721/5827, 20-23=-2733/5777, 19-23=-2733/5777, 19-24=-2733/5777, 24-25=-2733/5777, 18-25=-2733/5777, 18-26=-4322/8710, 26-27=-4322/8710, 27-28=-4322/8710, 17-28=-4322/8710, 16-17=-4322/8710, 16-29=-4322/8710, 29-30=-4322/8710, 30-31=-4322/8710, 31-32=-4322/8710, 15-32=-4322/8710, 15-33=-2412/4749, 14-33=-2412/4749, 14-34=-2412/4749, 34-35=-2412/4749, 35-36=-2412/4749, 13-36=-2412/4749 WEBS 4-20=-747/1617, 4-18=-1864/3312, 5-18=-571/238, 7-18=-1022/558, 7-16=-714/1379, 7-15=-1673/756, 8-15=-479/195, 10-15=-1983/3949, 10-13=-3327/1617, 11-13=-3406/6704 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left 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) except (jt=lb) 12=2849, 2=2101. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. 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. May 25,2018 Job B18801686 Truss TG06 Truss Type Half Hip Girder Qty 1 Ply 2 Wedgewood 7 Grannon Grove Job Reference (optional) I33467792 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:13 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-Qo5MhzPR1fk2Rh9HbDcQJx7QkM1SuelADbuUFqzD0WC NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 572 lb down and 270 lb up at 6-11-14, 230 lb down and 138 lb up at 8-11-14, 230 lb down and 200 lb up at 10-11-14, 230 lb down and 200 lb up at 12-11-14, 230 lb down and 200 lb up at 14-11-14, 230 lb down and 200 lb up at 16-11-14, 230 lb down and 200 lb up at 18-11-14, 230 lb down and 200 lb up at 20-11-14, 230 lb down and 200 lb up at 22-11-14, 230 lb down and 200 lb up at 24-11-14, 230 lb down and 200 lb up at 26-11-14, 230 lb down and 200 lb up at 28-11-14, 230 lb down and 200 lb up at 30-11-14, 230 lb down and 200 lb up at 32-11-14, 230 lb down and 200 lb up at 34-11-14, 230 lb down and 200 lb up at 36-11-14, 230 lb down and 200 lb up at 38-11-14, 230 lb down and 200 lb up at 40-11-14, 230 lb down and 200 lb up at 42-11-14, 230 lb down and 200 lb up at 44-11-14, 230 lb down and 200 lb up at 46-11-14, and 230 lb down and 200 lb up at 48-11-14, and 235 lb down and 197 lb up at 50-11-14 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: 1-4=-60, 4-11=-60, 2-20=-20, 20-24=-60, 24-27=-20, 27-31=-60, 31-34=-20, 13-34=-60, 13-38=-20, 12-38=-60 Concentrated Loads (lb) Vert: 20=-230 18=-230 16=-230 15=-230 21=-572(F) 22=-230 23=-230 24=-230 25=-230 26=-230 27=-230 28=-230 29=-230 30=-230 32=-230 33=-230 34=-230 35=-230 36=-230 37=-230 38=-230 39=-230 40=-235 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 B18801686 Truss TG07 Truss Type Half Hip Girder Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467793 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-Qo5MhzPR1fk2Rh9HbDcQJx7YSMBWumXADbuUFqzD0WC Scale = 1:44.1 1 2 3 4 7 6 58 5x6 2x4 4x6 2x4 4x6 5x6 4-1-2 4-1-2 6-8-0 2-6-14 -0-10-8 0-10-8 4-1-2 4-1-2 6-8-0 2-6-14 1- 0 - 1 4 5- 8 - 5 5- 1 0 - 3 5- 8 - 5 14.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-1], [3:0-3-9,0-2-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.17 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 -0.00 0.01 (loc) 6 6 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 47 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 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.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=592/Mechanical, 7=501/0-3-8 Max Horz 7=204(LC 13) Max Uplift5=-254(LC 5), 7=-86(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-417/112, 2-7=-456/103 WEBS 3-6=-227/474, 3-5=-464/250, 2-6=-110/253 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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) 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) 7 except (jt=lb) 5=254. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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) 274 lb down and 187 lb up at 4-1-2, and 248 lb down and 100 lb up at 4-8-12 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=-274 8=-248 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. May 25,2018 Job B18801686 Truss TG08 Truss Type Hip Girder Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467794 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-u?fluJQ3oysv3rkT9w7fr8fcWmTZdA2KSFe1nGzD0WB Scale = 1:41.8 1 2 3 4 5 6 7 8 14 13 12 11 10 915 16 17 18 19 20 21 22 6x6 3x6 6x6 2x4 4x6 3x8 5x12 2x4 3x8 5x6 2x4 5x6 2-0-15 2-0-15 10-9-8 8-8-9 19-6-1 8-8-9 21-7-0 2-0-15 -0-10-8 0-10-8 2-0-15 2-0-15 10-9-8 8-8-9 19-6-1 8-8-9 21-7-0 2-0-15 22-5-8 0-10-8 1- 7 - 5 3- 1 0 - 9 4- 0 - 7 1- 7 - 5 3- 1 0 - 9 14.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-2-1], [3:0-3-15,0-3-0], [6:0-3-15,0-3-0], [7:0-3-0,0-2-1], [10:0-3-8,0-1-8], [13:0-3-8,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.44 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.26 0.02 0.14 (loc) 10-11 10-11 9 10-11 l/defl >999 >981 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 117 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-5,5-6: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 3-11,6-11: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-0-13 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 6-11 REACTIONS.(lb/size) 14=1508/0-3-8, 9=1540/0-3-8 Max Horz 14=-104(LC 3) Max Uplift14=-539(LC 4), 9=-562(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1313/534, 3-4=-2468/977, 4-5=-2467/976, 5-6=-2467/977, 6-7=-1349/561, 2-14=-1717/629, 7-9=-1763/663 BOT CHORD 13-15=-396/875, 15-16=-396/875, 12-16=-396/875, 12-17=-396/875, 17-18=-396/875, 11-18=-396/875, 11-19=-364/898, 19-20=-364/898, 20-21=-364/898, 21-22=-364/898, 10-22=-364/898 WEBS 3-11=-696/1726, 4-11=-621/252, 6-11=-678/1700, 2-13=-440/1118, 7-10=-463/1150 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; 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) 14=539, 9=562. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 136 lb up at 2-0-15, 111 lb down and 80 lb up at 4-2-1, 111 lb down and 80 lb up at 6-2-1, 111 lb down and 80 lb up at 8-2-1, 111 lb down and 80 lb up at 10-2-1, 111 lb down and 80 lb up at 12-2-1, 111 lb down and 80 lb up at 14-2-1, 111 lb down and 80 lb up at 16-2-1, and 111 lb down and 80 lb up at 18-2-1, and 167 lb down and 136 lb up at 19-4-15 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, 3-6=-60, 6-7=-60, 7-8=-60, 9-14=-20 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. May 25,2018 Job B18801686 Truss TG08 Truss Type Hip Girder Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467794 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:14 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-u?fluJQ3oysv3rkT9w7fr8fcWmTZdA2KSFe1nGzD0WB LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 13=-167 10=-167 15=-111 16=-111 17=-111 18=-111 19=-111 20=-111 21=-111 22=-111 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 B18801686 Truss V01 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467795 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-u?fluJQ3oysv3rkT9w7fr8fk0mXldGKKSFe1nGzD0WB Scale = 1:61.9 1 2 3 4 7 6 5 8 2x4 2x4 4x6 2x4 2x4 2x4 2x4 8-11-3 8-11-3 2-6-8 2-6-8 8-11-3 6-4-11 4- 5 - 1 4 7- 5 - 7 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.17 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud *Except* 2-4: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 8-10-15. (lb) - Max Horz 7=-159(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 7, 4, 6 except 5=-192(LC 7) Max Grav All reactions 250 lb or less at joint(s) 7, 4 except 6=399(LC 1), 5=350(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-5=-233/273 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 7, 4, 6 except (jt=lb) 5=192. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V02 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467796 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-u?fluJQ3oysv3rkT9w7fr8fkrmYldHEKSFe1nGzD0WB Scale = 1:55.3 1 2 3 4 7 6 5 2x4 2x4 4x6 2x4 2x4 2x4 2x4 8-1-12 8-1-12 2-6-8 2-6-8 8-1-12 5-7-4 3- 6 - 1 4 6- 6 - 7 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.24 0.11 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud *Except* 2-4: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 8-1-8. (lb) - Max Horz 7=-137(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 7, 6 except 4=-110(LC 5), 5=-194(LC 7) Max Grav All reactions 250 lb or less at joint(s) 7, 4 except 6=252(LC 1), 5=307(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-5=-243/289 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 7, 6 except (jt=lb) 4=110, 5=194. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V03 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467797 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-NBD76fQhZG_mh_IfieeuOMCs7Aq3MkiThuNbKizD0WA Scale: 1/4"=1' 1 2 3 5 4 2x4 2x4 4x6 3x4 2x4 7-4-5 7-4-5 2-6-8 2-6-8 7-4-5 4-9-13 2- 7 - 1 4 5- 7 - 7 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14], [3:0-0-11,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.36 0.15 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: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=59/7-4-1, 3=161/7-4-1, 4=332/7-4-1 Max Horz 5=-118(LC 4) Max Uplift5=-53(LC 6), 3=-27(LC 5), 4=-54(LC 4) Max Grav 5=81(LC 10), 3=161(LC 1), 4=332(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 5, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V04 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467798 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-NBD76fQhZG_mh_IfieeuOMCu4AsmMllThuNbKizD0WA Scale = 1:40.0 1 2 3 5 4 2x4 2x4 4x6 3x4 2x4 6-6-14 6-6-14 2-6-8 2-6-8 6-6-14 4-0-6 1- 8 - 1 4 4- 8 - 7 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.25 0.09 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: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=84/6-6-11, 3=141/6-6-11, 4=264/6-6-11 Max Horz 5=-99(LC 4) Max Uplift5=-56(LC 6), 3=-40(LC 6), 4=-38(LC 4) Max Grav 5=97(LC 10), 3=141(LC 1), 4=264(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 5, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V05 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467799 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-NBD76fQhZG_mh_IfieeuOMCtwAt?MmCThuNbKizD0WA Scale = 1:32.9 1 2 3 5 4 3x8 4x6 2x4 2x4 5-9-7 5-9-7 2-6-8 2-6-8 5-9-7 3-2-15 0- 9 - 1 4 3- 9 - 7 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14], [5:0-4-12,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.34 0.17 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: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=88/5-9-4, 3=111/5-9-4, 4=227/5-9-4 Max Horz 5=-90(LC 4) Max Uplift5=-69(LC 6), 3=-64(LC 6), 4=-23(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) 5, 3, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V06 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467800 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-rNmVJ?RJKa6dI8trGLA7wZl5EZEB5D0cvY78s9zD0W9 Scale = 1:20.6 1 2 3 4 2x4 4x6 2x4 2x4 0-0-3 0-0-3 4-11-0 4-10-13 2-5-8 2-5-8 4-11-0 2-5-8 0- 0 - 4 2- 1 0 - 7 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.11 0.02 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: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=106/4-10-10, 3=106/4-10-10, 4=130/4-10-10 Max Horz 1=-61(LC 4) Max Uplift1=-20(LC 7), 3=-17(LC 6) Max Grav 1=106(LC 1), 3=106(LC 1), 4=133(LC 2) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V07 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467801 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-rNmVJ?RJKa6dI8trGLA7wZl6uZFD5D9cvY78s9zD0W9 Scale = 1:15.2 1 2 3 4 2x4 4x6 2x4 2x4 0-0-3 0-0-3 3-4-3 3-3-15 1-8-1 1-8-1 3-4-3 1-8-1 0- 0 - 4 1- 1 1 - 7 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.07 0.05 0.01 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: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=67/3-3-12, 3=67/3-3-12, 4=82/3-3-12 Max Horz 1=-38(LC 4) Max Uplift1=-13(LC 7), 3=-11(LC 6) Max Grav 1=67(LC 1), 3=67(LC 1), 4=84(LC 2) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V08 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467802 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-rNmVJ?RJKa6dI8trGLA7wZl7oZFQ5DLcvY78s9zD0W9 Scale = 1:9.6 1 2 3 2x4 3x4 2x4 0-0-3 0-0-3 1-9-5 1-9-2 0-10-11 0-10-11 1-9-5 0-10-11 0- 0 - 4 1- 0 - 7 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-1] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.02 0.03 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 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=46/1-8-14, 3=46/1-8-14 Max Horz 1=-16(LC 4) Max Uplift1=-2(LC 7), 3=-2(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V09 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467803 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-JaKtWKSx5tEUwIS2q2hMTnHCDzWOqdym8CsiObzD0W8 Scale = 1:79.8 1 2 3 4 5 6 7 14 13 12 11 10 9 8 2x4 2x4 4x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4-10-15 4-10-15 19-8-1 14-9-2 4-10-15 4-10-15 10-8-9 5-9-10 19-8-1 8-11-9 4- 8 - 1 1 10 - 5 - 7 0- 0 - 4 10 - 5 - 7 14.00 12 Plate Offsets (X,Y)-- [3:0-3-2,0-2-0], [5:0-3-2,0-2-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.42 0.37 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 99 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud *Except* 5-7: 2x4 SPF No.2 BOT CHORD 2x4 SPF-S Stud *Except* 7-12: 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-11: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud *Except* 5-9,4-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-9, 4-10, 3-11 REACTIONS.All bearings 19-7-14. (lb) - Max Horz 14=-229(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 9, 10 except 14=-125(LC 10), 7=-113(LC 5), 13=-196(LC 6), 8=-265(LC 7) Max Grav All reactions 250 lb or less at joint(s) 14, 7 except 9=461(LC 1), 10=340(LC 11), 13=445(LC 10), 8=488(LC 11), 11=270(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-286/243 WEBS 6-8=-301/310 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10 except (jt=lb) 14=125, 7=113, 13=196, 8=265. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V10 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467804 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-JaKtWKSx5tEUwIS2q2hMTnHC2zWPqfqm8CsiObzD0W8 Scale = 1:69.7 1 2 3 4 5 6 7 14 13 12 11 10 9 8 2x4 2x4 4x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4-10-15 4-10-15 18-4-10 13-5-11 4-10-15 4-10-15 10-8-9 5-9-10 18-4-10 7-8-2 3- 2 - 1 1 8- 1 1 - 7 0- 0 - 4 8- 1 1 - 7 14.00 12 Plate Offsets (X,Y)-- [3:0-3-2,0-2-0], [5:0-3-2,0-2-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.43 0.37 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 86 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud *Except* 5-7: 2x4 SPF No.2 BOT CHORD 2x4 SPF-S Stud *Except* 7-12: 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-11: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud *Except* 5-9,4-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-9, 4-10, 3-11 REACTIONS.All bearings 18-4-7. (lb) - Max Horz 14=-198(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 9, 10 except 14=-128(LC 10), 7=-122(LC 5), 13=-207(LC 6), 8=-221(LC 7) Max Grav All reactions 250 lb or less at joint(s) 14, 7 except 9=482(LC 1), 10=332(LC 11), 13=448(LC 10), 8=418(LC 11), 11=275(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-253/228 WEBS 6-8=-251/262 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10 except (jt=lb) 14=128, 7=122, 13=207, 8=221. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V11 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467805 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-nmuFkgTZsBMLYS1EOmCb0_qOrNusZ3hvNscFw1zD0W7 Scale = 1:90.0 1 2 3 4 5 10 9 8 7 6 2x4 2x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 17-1-3 17-1-3 7-9-12 7-9-12 17-1-3 9-3-8 1- 8 - 1 1 10 - 1 0 - 1 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14], [5:0-0-11,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.23 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 73 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF-S Stud *Except* 5-9: 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 3-7: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS.All bearings 17-1-0. (lb) - Max Horz 10=-248(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 10, 7 except 5=-167(LC 5), 8=-236(LC 6), 6=-270(LC 7) Max Grav All reactions 250 lb or less at joint(s) 10, 5 except 7=481(LC 6), 8=429(LC 10), 6=510(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-135/320, 3-4=-143/347, 4-5=-308/318 WEBS 3-7=-432/79, 2-8=-268/276, 4-6=-320/316 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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, 7 except (jt=lb) 5=167, 8=236, 6=270. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V12 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467806 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-nmuFkgTZsBMLYS1EOmCb0_qRgNvfZ5ovNscFw1zD0W7 Scale = 1:73.5 1 2 3 4 5 8 7 63x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 -0-2-2 0-2-2 15-9-13 15-9-13 7-9-12 7-9-12 15-9-13 8-0-1 0- 0 - 4 9- 4 - 1 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.18 0.13 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: 63 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud *Except* 3-7: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS.All bearings 15-11-11. (lb) - Max Horz 1=-218(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-227(LC 6), 6=-227(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=380(LC 1), 8=440(LC 10), 6=440(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-270/268, 4-6=-270/268 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, 5 except (jt=lb) 8=227, 6=227. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V13 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467807 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-nmuFkgTZsBMLYS1EOmCb0_qQJNveZ5SvNscFw1zD0W7 Scale = 1:62.6 1 2 3 4 5 8 7 69 103x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 13-5-0 13-5-0 13-5-4 0-0-3 6-8-10 6-8-10 13-5-4 6-8-10 0- 0 - 4 7- 1 0 - 1 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.18 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: 50 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-4-13. (lb) - Max Horz 1=-181(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-194(LC 6), 6=-194(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=366(LC 1), 8=356(LC 10), 6=356(LC 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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, 5 except (jt=lb) 8=194, 6=194. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V14 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467808 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-FySex0TBdVUC9ccQxTjqYCNW7nF?IZP3cWLoTTzD0W6 Scale = 1:51.1 1 2 3 4 5 8 7 63x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 10-10-3 10-10-3 10-10-6 0-0-3 5-5-3 5-5-3 10-10-6 5-5-3 0- 0 - 4 6- 4 - 1 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [3:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.46 0.11 0.11 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: 35 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-9-15. (lb) - Max Horz 1=145(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-198(LC 6), 6=-197(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=307(LC 10), 6=307(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-251/271, 4-6=-251/271 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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 except (jt=lb) 8=198, 6=197. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V15 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467809 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-FySex0TBdVUC9ccQxTjqYCNZynEnIZ?3cWLoTTzD0W6 Scale = 1:41.6 1 2 3 43x4 4x6 3x4 2x4 8-3-5 8-3-5 8-3-8 0-0-3 4-1-12 4-1-12 8-3-8 4-1-12 0- 0 - 4 4- 1 0 - 1 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [1:0-0-15,0-1-8], [2:Edge,0-1-14], [3:0-0-11,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.28 0.18 0.07 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: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=178/8-3-2, 3=178/8-3-2, 4=256/8-3-2 Max Horz 1=-109(LC 4) Max Uplift1=-20(LC 7), 3=-16(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V16 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467810 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-j9009MUqOoc3nmBdVBE35Pvl7BaP11vCqA5M?wzD0W5 Scale = 1:29.4 1 2 3 42x4 4x6 2x4 2x4 0-0-3 0-0-3 5-8-11 5-8-7 2-10-5 2-10-5 5-8-11 2-10-5 0- 0 - 4 3- 4 - 1 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.25 0.16 0.03 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: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=126/5-8-4, 3=126/5-8-4, 4=154/5-8-4 Max Horz 1=-72(LC 4) Max Uplift1=-24(LC 7), 3=-20(LC 6) Max Grav 1=126(LC 1), 3=126(LC 1), 4=157(LC 2) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V17 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467811 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-j9009MUqOoc3nmBdVBE35Pvn_BaS11LCqA5M?wzD0W5 Scale = 1:14.5 1 2 3 2x4 3x4 2x4 0-0-3 0-0-3 3-1-13 3-1-10 1-6-14 1-6-14 3-1-13 1-6-15 0- 0 - 4 1- 1 0 - 1 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-1] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.07 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: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=101/3-1-6, 3=101/3-1-6 Max Horz 1=-36(LC 4) Max Uplift1=-4(LC 7), 3=-4(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V18 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467812 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-j9009MUqOoc3nmBdVBE35PvcfBVH11LCqA5M?wzD0W5 Scale = 1:38.6 1 2 32x4 2x4 2x4 4-11-14 4-11-14 0- 0 - 4 5- 9 - 1 3 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.79 0.49 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=181/4-11-10, 3=181/4-11-10 Max Horz 1=163(LC 6) Max Uplift3=-111(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) except (jt=lb) 3=111. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss V19 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467813 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-j9009MUqOoc3nmBdVBE35PvihBZ_11LCqA5M?wzD0W5 Scale = 1:29.7 1 2 32x4 2x4 2x4 3-8-7 3-8-7 0- 0 - 4 4- 3 - 1 3 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.25 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=130/3-8-3, 3=130/3-8-3 Max Horz 1=117(LC 6) Max Uplift3=-79(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss V20 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467814 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-BLaOMiVS86kwPwmp3ulIddSxUaximUaM3qqvXMzD0W4 Scale = 1:20.6 1 2 32x4 2x4 2x4 2-5-0 2-5-0 0- 0 - 4 2- 9 - 1 3 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=78/2-4-12, 3=78/2-4-12 Max Horz 1=70(LC 6) Max Uplift3=-48(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss V21 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467815 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-BLaOMiVS86kwPwmp3ulIddSzWayymUaM3qqvXMzD0W4 Scale = 1:11.4 1 2 3 2x4 2x4 2x4 1-1-9 1-1-9 0- 0 - 4 1- 3 - 1 3 14.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.02 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=27/1-1-6, 3=27/1-1-6 Max Horz 1=24(LC 6) Max Uplift3=-16(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss V22 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467816 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-BLaOMiVS86kwPwmp3ulIddSweavOmTOM3qqvXMzD0W4 Scale = 1:30.1 1 2 3 4 6 53x6 3x4 2x4 2x4 2x4 2x4 8-0-0 8-0-0 0- 7 - 1 3 3- 1 1 - 1 3 5.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-15] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.24 0.08 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: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 2-1-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=129/8-0-0, 5=122/8-0-0, 6=378/8-0-0 Max Horz 1=112(LC 6) Max Uplift5=-17(LC 6), 6=-70(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-282/190 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) 5, 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss V23 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467817 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-fX8ma2W4vQsm03L?dcGXAq?3s_FsVxqVIUaT3ozD0W3 Scale = 1:13.2 1 2 3 2x4 2x4 2x4 3-11-9 3-11-9 0- 0 - 4 1- 7 - 1 3 5.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.22 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=123/3-11-0, 3=123/3-11-0 Max Horz 1=40(LC 6) Max Uplift1=-2(LC 6), 3=-19(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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) 1, 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 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. May 25,2018 Job B18801686 Truss V24 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467818 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-fX8ma2W4vQsm03L?dcGXAq?4K_HMVxAVIUaT3ozD0W3 Scale: 1/2"=1' 1 2 3 5 42x4 4x6 2x4 2x4 2x4 4-9-8 4-9-8 2-11-8 2-11-8 4-9-8 1-10-0 0- 0 - 4 3- 5 - 6 1- 3 - 1 2 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.27 0.13 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=101/4-9-4, 4=60/4-9-4, 5=186/4-9-4 Max Horz 1=71(LC 5) Max Uplift1=-32(LC 7), 4=-46(LC 7), 5=-14(LC 5) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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, 4, 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 Job B18801686 Truss V25 Truss Type Valley Qty 1 Ply 1 Wedgewood 7 Grannon Grove Job Reference (optional) I33467819 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri May 25 08:11:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:T0tbcOKG3cqftAz3i8T01CzDHMQ-fX8ma2W4vQsm03L?dcGXAq?7w_HLVxbVIUaT3ozD0W3 Scale = 1:16.9 1 2 3 4 2x4 4x6 2x4 2x4 0-0-3 0-0-3 3-10-4 3-10-1 1-11-2 1-11-2 3-10-4 1-11-2 0- 0 - 4 2- 3 - 0 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.06 0.02 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 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=80/3-9-14, 3=80/3-9-14, 4=98/3-9-14 Max Horz 1=-46(LC 4) Max Uplift1=-15(LC 7), 3=-13(LC 6) Max Grav 1=80(LC 1), 3=80(LC 1), 4=100(LC 2) 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; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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. May 25,2018 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s .