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HomeMy WebLinkAboutTrussesRe: Liu, Xuegang Pages or sheets covered by this seal: I31835261 thru I31835280 My license renewal date for the state of Indiana is July 31, 2018. B17702879 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: McKenzie Wagner 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. December 6,2017 Job B17702879 Truss GE01 Truss Type Common Supported Gable Qty 1 Ply 1 McKenzie Wagner Job Reference (optional) I31835261 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:31 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-MenpgqyFSexqBQ?4a6yY0uxLzsL7L3D1_u0vjKyBl4c Scale = 1:92.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 32 31 30 29 28 27 26 2524 23 22 21 20 19 18 3x4 3x6 4x6 3x4 3x8 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 17-3-0 17-3-0 -1-0-8 1-0-8 8-9-4 8-9-4 17-3-0 8-5-13 18-6-15 1-3-15 1-11-610-8-102-2-1312.00 12 Plate Offsets (X,Y)-- [18:0-0-1,0-0-0], [26:0-3-0,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.53 0.15 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.03 0.00 0.01 (loc) 16-17 16-17 18 17 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 134 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 9-24,8-25,10-23: 2x4 SPF 2100F 1.8E 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 9-24, 8-25, 10-23 REACTIONS.All bearings 17-3-0. (lb) - Max Horz 32=-268(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 25, 27, 28, 29, 30, 23, 22, 21, 20 except 32=-496(LC 4), 18=-247(LC 5), 31=-433(LC 5), 19=-248(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18, 25, 27, 28, 29, 30, 23, 22, 21, 20 except 32=501(LC 5), 24=399(LC 7), 31=419(LC 4), 19=259(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-257/285, 2-3=-260/294, 6-7=-31/280, 7-8=-26/344, 8-9=-35/362, 9-10=-24/362, 10-11=-14/344, 11-12=-18/280, 16-18=-201/333 WEBS 9-24=-443/0, 15-18=-463/398 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) 25, 27, 28, 29, 30, 23, 22, 21, 20 except (jt=lb) 32=496, 18=247, 31=433, 19=248. 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. December 6,2017 Job B17702879 Truss GE02 Truss Type Monopitch Supported Gable Qty 1 Ply 1 McKenzie Wagner Job Reference (optional) I31835262 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:32 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-rqLCtAzuDy3hoaaH8qTnY6TTRGaf4X?BCYmSGmyBl4b Scale = 1:102.0 1 2 3 4 5 6 7 8 9 19 18 17 16 15 14 13 12 11 10 3x6 3x6 3x6 3x4 3x6 3x6 4x10 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 4-2-0 4-2-0 10-5-4 6-3-4 4-2-0 4-2-0 10-5-4 6-3-4 5-3-1312-3-55-1-113-1-104-0-08.00 12 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.74 0.58 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.43 (loc) - - 10 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 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E 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, Except: 6-0-0 oc bracing: 10-11. REACTIONS.All bearings 10-5-4. (lb) - Max Horz 19=262(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 11, 12, 13 except 19=-252(LC 4), 10=-174(LC 5), 16=-214(LC 5), 15=-404(LC 4), 14=-798(LC 5), 17=-217(LC 4), 18=-537(LC 5) Max Grav All reactions 250 lb or less at joint(s) 10, 16, 11, 12, 13 except 19=432(LC 5), 15=694(LC 5), 14=510(LC 4), 17=405(LC 5), 18=371(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 14-15=-323/228 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) Bearing at joint(s) 15 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 12, 13 except (jt=lb) 19=252, 10=174, 16=214, 15=404, 14=798, 17=217, 18=537. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10, 11, 12, 13, 14. 11) 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. 12) "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. December 6,2017 Job B17702879 Truss GE03 Truss Type GABLE Qty 1 Ply 1 McKenzie Wagner Job Reference (optional) I31835263 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:33 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-J0va4W_W_FBYQk9TiX_05J0h3g?qpoyKRCV?oDyBl4a Scale = 1:65.1 1 2 3 4 5 6 7 8 9 12 11 10 4x6 8x8 5x6 8x8 5x6 6x8 3x6 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 15-1-0 3-11-0 -1-7-8 1-7-8 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 15-1-0 3-11-0 16-8-8 1-7-8 1-0-118-7-31-0-115-5-412.00 12 9.00 12 Plate Offsets (X,Y)-- [2:0-6-5,0-3-4], [8:0-6-5,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.26 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.20 0.33 0.06 (loc) 11 11-12 8 11-12 l/defl >999 >899 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 93 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud SLIDER Left 2x8 SP 2400F 2.0E 3-2-10, Right 2x8 SP 2400F 2.0E 3-2-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=881/0-3-8, 8=881/0-3-8 Max Horz 2=196(LC 5) Max Uplift2=-195(LC 6), 8=-195(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1665/494, 3-4=-1562/511, 4-5=-1417/73, 5-6=-1417/118, 6-7=-1562/511, 7-8=-1664/494 BOT CHORD 2-12=-346/1202, 11-12=-277/1232, 10-11=-20/1232, 8-10=-181/1202 WEBS 5-11=-122/1546, 6-11=-102/440, 4-11=-102/440 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) 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 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) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=195, 8=195. 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. December 6,2017 Job B17702879 Truss GE04 Truss Type Monopitch Supported Gable Qty 1 Ply 1 McKenzie Wagner Job Reference (optional) I31835264 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:33 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-J0va4W_W_FBYQk9TiX_05J0f2g0dp_2KRCV?oDyBl4a Scale = 1:62.7 1 2 3 4 5 6 12 11 10 9 8 7 3x6 3x6 3x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 6-7-4 6-7-4 3-10-128-3-105-1-123-1-148.00 12 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.68 0.21 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E 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, Except: 6-0-0 oc bracing: 7-8. REACTIONS.All bearings 6-7-4. (lb) - Max Horz 12=195(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 9, 10 except 12=-263(LC 4), 7=-242(LC 5), 8=-123(LC 4), 11=-401(LC 5) Max Grav All reactions 250 lb or less at joint(s) 7, 8, 9, 10 except 12=424(LC 5), 11=290(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) Bearing at joint(s) 12, 7, 8, 9, 10, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10 except (jt=lb) 12=263, 7=242, 8=123, 11=401. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 7, 8, 9, 10, 11. 11) 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. 12) "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. December 6,2017 Job B17702879 Truss PB01 Truss Type Piggyback Qty 7 Ply 1 McKenzie Wagner Job Reference (optional) I31835265 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:34 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-nDTyIs_8lZJP2ujfFFVFdXZyi4N4YOhUgsFZKfyBl4Z Scale = 1:80.0 12 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 20-7-3 20-7-3 10-3-10 10-3-10 20-7-3 10-3-10 0-5-310-2-210-3-100-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-8], [8:0-2-6,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.30 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: 80 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E OTHERS 2x4 SPF-S Stud *Except* 5-12: 2x4 SPF 2100F 1.8E 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 5-12 REACTIONS.All bearings 19-5-13. (lb) - Max Horz 2=-229(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 14=-168(LC 6), 15=-129(LC 6), 11=-168(LC 7), 10=-128(LC 7) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=443(LC 1), 14=518(LC 10), 15=310(LC 1), 11=518(LC 11), 10=310(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-253/135 WEBS 4-14=-357/218, 3-15=-260/170, 6-11=-357/218, 7-10=-260/170 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, 8 except (jt=lb) 14=168, 15=129, 11=168, 10=128. 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. December 6,2017 Job B17702879 Truss PB02 Truss Type Piggyback Qty 13 Ply 1 McKenzie Wagner Job Reference (optional) I31835266 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:34 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-nDTyIs_8lZJP2ujfFFVFdXZzA4PUYSsUgsFZKfyBl4Z Scale = 1:17.7 1 2 3 4 5 6 4x6 2x4 2x4 2x4 6-2-14 6-2-14 3-1-7 3-1-7 6-2-14 3-1-7 0-4-72-0-150-1-80-4-70-1-88.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.04 0.03 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: 15 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E 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) 2=180/4-9-0, 4=180/4-9-0, 6=189/4-9-0 Max Horz 2=39(LC 5) Max Uplift2=-33(LC 6), 4=-37(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; 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. December 6,2017 Job B17702879 Truss T01 Truss Type Piggyback Base Qty 7 Ply 1 McKenzie Wagner Job Reference (optional) I31835267 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:34 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-nDTyIs_8lZJP2ujfFFVFdXZmv4HeYJeUgsFZKfyBl4Z Scale = 1:85.6 12 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 6x10 3x6 4x8 3x6 3x4 2x4 3x4 3x6 4x6 6x10 4x6 5x8 5x6 3x4 4x6 5x8 8-0-10 8-0-10 16-9-8 8-8-14 22-8-11 5-11-3 28-7-13 5-11-3 32-7-0 3-11-3 -1-0-8 1-0-8 3-6-0 3-6-0 8-0-10 4-6-10 16-9-8 8-8-14 22-8-11 5-11-3 28-7-13 5-11-3 32-7-0 3-11-3 33-10-15 1-3-15 1-11-610-0-012-0-08-0-132-0-012-0-012.00 12 Plate Offsets (X,Y)-- [4:0-6-8,0-1-4], [8:0-6-4,0-1-12], [9:0-3-8,Edge], [15:0-4-8,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.93 0.55 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.47 0.07 0.05 (loc) 15-16 15-16 11 5-15 l/defl >999 >823 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 212 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF 2100F 1.8E *Except* 3-16,13-15,2-18,3-18,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-4 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. 1 Row at midpt 5-15 WEBS 1 Row at midpt 4-15, 7-13, 8-13, 8-12, 3-18, 9-11 REACTIONS.(lb/size) 11=1927/0-3-8, 18=1877/0-5-8 Max Horz 18=324(LC 5) Max Uplift11=-82(LC 5), 18=-48(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1779/228, 4-5=-1561/259, 5-6=-1541/257, 6-7=-1541/257, 7-8=-1068/261, 8-9=-884/285, 2-18=-288/155, 9-11=-1912/194 BOT CHORD 17-18=-309/1051, 16-17=-309/1051, 16-19=-254/1181, 15-19=-254/1181, 5-15=-663/205, 13-20=-113/537, 12-20=-113/537 WEBS 3-16=-80/294, 4-16=-8/287, 4-15=-186/644, 13-15=-183/1143, 7-15=-176/930, 7-13=-1244/289, 8-13=-172/1186, 8-12=-870/195, 3-18=-1835/39, 9-12=-133/1222 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) 11, 18. 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. December 6,2017 Job B17702879 Truss T02 Truss Type Piggyback Base Qty 5 Ply 1 McKenzie Wagner Job Reference (optional) I31835268 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:35 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-FP1KVB?mWtRGf2Ispy0UAk5_YUbBHhxdvW_6s5yBl4Y Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 3x6 8x10 10x10 3x6 3x6 2x4 4x6 5x12 4x6 2x4 3x4 5x8 4x6 6x16 4x6 4x6 8x10 6x16 4x8 5x6 4-6-0 4-6-0 4-7-12 0-1-12 11-5-8 6-9-12 18-0-14 6-7-6 21-2-4 3-1-6 24-3-12 3-1-8 30-11-0 6-7-4 35-10-4 4-11-4 41-1-0 5-2-12 -1-9-8 1-9-8 4-7-12 4-7-12 11-5-8 6-9-12 18-0-14 6-7-6 24-3-12 6-2-14 30-11-0 6-7-4 35-10-4 4-11-4 41-1-0 5-2-12 0-5-712-6-01-3-138-10-64-0-04-0-012-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [6:0-3-8,0-3-8], [7:0-8-0,0-5-4], [11:Edge,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.59 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.32 -0.64 0.72 0.11 (loc) 17 17 12 17 l/defl >999 >684 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 241 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 6-7: 2x6 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 2-20,12-14: 2x4 SPF 2100F 1.8E, 5-20,8-14: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 3-19,6-17,7-17,13-15,10-15: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-1 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-21. REACTIONS.(lb/size) 12=1762/0-3-8, 21=2494/0-3-8 Max Horz 21=312(LC 5) Max Uplift12=-55(LC 7), 21=-221(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-259/712, 3-4=-3156/69, 4-5=-2890/93, 5-6=-3810/24, 6-7=-4704/0, 7-8=-4127/0, 8-9=-4310/154, 9-10=-4502/125, 10-11=-2208/131, 11-12=-1705/106 BOT CHORD 2-21=-484/289, 5-19=-931/122, 18-19=-282/2823, 17-18=-116/3378, 16-17=0/3694, 15-16=0/4121 WEBS 3-21=-2023/206, 19-21=-584/324, 3-19=-36/3025, 5-18=-73/612, 6-17=0/2386, 7-17=-132/1979, 7-16=-78/336, 8-16=-460/312, 13-15=-27/2302, 10-15=0/1922, 10-13=-1770/93, 11-13=-16/1633 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; cantilever left exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 21=221. 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) 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: 1-6=-80, 6-7=-80, 7-11=-80, 2-21=-24(F=-4), 20-21=-20, 17-19=-20, 15-17=-20, 12-14=-20 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. December 6,2017 Job B17702879 Truss T03 Truss Type Piggyback Base Qty 4 Ply 1 McKenzie Wagner Job Reference (optional) I31835269 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:36 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-jbaijX0OHAZ7HBt2NgXjjyeCVt_209cn7AkgPXyBl4X Scale = 1:93.0 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 3x6 8x10 4x6 3x6 2x4 4x6 6x8 4x6 2x4 4x8 3x8 6x16 3x6 8x10 3x6 3x6 5x12 4-6-0 4-6-0 4-7-12 0-1-12 11-5-8 6-9-12 18-0-14 6-7-6 21-2-4 3-1-6 24-3-12 3-1-8 30-11-0 6-7-4 35-1-0 4-2-0 -1-9-8 1-9-8 4-7-12 4-7-12 11-5-8 6-9-12 18-0-14 6-7-6 24-3-12 6-2-14 30-11-0 6-7-4 35-1-0 4-2-0 0-5-712-6-05-3-138-10-64-0-04-0-012-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [6:0-6-0,0-1-8], [7:0-5-12,0-1-4], [12:0-8-0,0-2-12], [14:0-3-15,0-3-0], [18:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.42 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.19 -0.39 0.56 0.10 (loc) 14 15-16 10 14 l/defl >999 >930 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 168 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 5-17,8-11: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 3-16: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-9 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-18,10-11. WEBS 1 Row at midpt 9-10 REACTIONS.(lb/size) 18=2204/0-3-8, 10=1451/0-5-8 Max Horz 18=362(LC 5) Max Uplift18=-221(LC 6), 10=-27(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-265/713, 3-4=-2363/189, 4-5=-2097/213, 5-6=-2761/219, 6-7=-3089/242, 7-8=-2645/102, 8-9=-1813/43, 9-10=-1411/23 BOT CHORD 2-18=-486/294, 5-16=-798/115, 15-16=-450/2106, 14-15=-352/2406, 13-14=-192/2296, 12-13=-3/1693, 8-12=-921/53 WEBS 3-18=-1750/222, 16-18=-575/316, 3-16=-86/2351, 5-15=-80/400, 6-14=-50/1362, 7-14=-259/1503, 8-13=-175/622, 9-12=0/1511 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; cantilever left exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 18=221. 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) 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: 1-6=-80, 6-7=-80, 7-9=-80, 2-18=-24(F=-4), 17-18=-20, 14-16=-20, 12-14=-20, 10-11=-20 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. December 6,2017 Job B17702879 Truss T04 Truss Type Piggyback Base Qty 2 Ply 1 McKenzie Wagner Job Reference (optional) I31835270 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:36 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-jbaijX0OHAZ7HBt2NgXjjye7ht?30Cdn7AkgPXyBl4X Scale = 1:91.3 1 2 3 4 5 12 11 10 9 8 7 6 5x6 8x8 6x10 4x6 3x4 5x8 3x8 2x4 3x8 3x6 3x6 4x10 6-10-13 6-10-13 10-0-4 3-1-6 13-1-12 3-1-8 19-9-0 6-7-4 23-11-0 4-2-0 6-10-13 6-10-13 13-1-12 6-2-14 19-9-0 6-7-4 23-11-0 4-2-0 3-10-128-6-012-6-05-3-134-0-08-10-64-0-012-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-12], [2:0-4-8,0-1-12], [3:0-6-0,0-1-8], [8:0-6-8,0-2-12], [10:0-3-15,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.85 0.36 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.21 0.26 0.04 (loc) 10 8-9 6 10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 116 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 4-7: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-3 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-13 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 6-7. REACTIONS.(lb/size) 12=1181/0-3-8, 6=1181/0-5-8 Max Horz 12=-311(LC 4) Max Uplift12=-10(LC 6), 6=-38(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1639/125, 2-3=-1977/150, 3-4=-1930/43, 4-5=-1450/53, 1-12=-1138/83, 5-6=-1141/30 BOT CHORD 11-12=-269/353, 10-11=-267/1370, 9-10=-137/1639, 8-9=0/1360, 4-8=-714/58 WEBS 2-11=-501/80, 2-10=-28/1093, 3-10=-197/741, 4-9=-150/364, 1-11=-2/1200, 5-8=0/1202 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) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 6. 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. December 6,2017 Job B17702879 Truss T05 Truss Type ROOF SPECIAL Qty 5 Ply 1 McKenzie Wagner Job Reference (optional) I31835271 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:37 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-Bn85wt102Uh_vLSExN2yF9BOpHOIliwwMqTDx_yBl4W Scale = 1:80.9 1 2 3 4 5 10 9 8 7 6 3x6 4x6 5x6 2x4 5x8 3x4 3x6 3x6 5x8 3x6 5-1-14 5-1-14 10-0-4 4-10-6 13-7-2 3-6-14 19-2-14 5-7-12 5-1-14 5-1-14 10-0-4 4-10-6 13-7-2 3-6-13 19-2-14 5-7-12 3-10-1210-6-151-4-53-0-151-9-78.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-2-12,0-2-0], [7:0-6-0,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.51 0.16 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.09 0.06 0.02 (loc) 8 8-9 6 8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 88 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E 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) 10=947/0-3-8, 6=947/Mechanical Max Horz 10=223(LC 5) Max Uplift10=-14(LC 6), 6=-31(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1079/129, 2-3=-1141/139, 3-4=-1115/150, 4-5=-1094/110, 1-10=-911/97, 5-6=-888/94 BOT CHORD 8-9=-136/931, 7-8=-39/914 WEBS 2-9=-486/70, 3-8=-88/845, 4-7=-458/72, 1-9=-2/827, 5-7=-16/706 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 6. 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. December 6,2017 Job B17702879 Truss T07 Truss Type SCISSORS Qty 3 Ply 1 McKenzie Wagner Job Reference (optional) I31835272 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:37 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-Bn85wt102Uh_vLSExN2yF9BOBHN8lcxwMqTDx_yBl4W Scale = 1:65.1 1 2 3 4 5 6 7 8 9 12 11 10 4x6 8x8 5x6 8x8 5x6 6x8 3x6 2x4 3x6 2x4 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 15-1-0 3-11-0 -1-7-8 1-7-8 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 15-1-0 3-11-0 16-8-8 1-7-8 1-0-118-7-31-0-115-5-412.00 12 9.00 12 Plate Offsets (X,Y)-- [2:0-6-5,0-3-4], [8:0-6-5,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.48 0.24 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.20 0.33 0.06 (loc) 11 11-12 8 11-12 l/defl >999 >899 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 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud SLIDER Left 2x8 SP 2400F 2.0E 3-2-10, Right 2x8 SP 2400F 2.0E 3-2-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=881/0-3-8, 8=881/0-3-8 Max Horz 2=196(LC 5) Max Uplift2=-195(LC 6), 8=-195(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1665/494, 3-4=-1562/511, 4-5=-1417/73, 5-6=-1417/118, 6-7=-1562/511, 7-8=-1664/494 BOT CHORD 2-12=-346/1202, 11-12=-277/1232, 10-11=-20/1232, 8-10=-181/1202 WEBS 5-11=-122/1546, 6-11=-102/440, 4-11=-102/440 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) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=195, 8=195. 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. December 6,2017 Job B17702879 Truss T08 Truss Type Roof Special Qty 1 Ply 1 McKenzie Wagner Job Reference (optional) I31835273 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:38 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-f_iT8D2epoprWV1QU5aBoNjZzhjTU6w3bUDmTQyBl4V Scale: 3/16"=1' 1 2 3 4 5 6 7 11 10 9 8 4x6 3x6 8x8 5x6 2x4 3x6 2x4 6x8 3x6 3x6 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 13-6-0 2-4-0 -1-7-8 1-7-8 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 13-6-0 2-4-0 1-0-118-7-31-5-71-2-44-3-012.00 12 9.00 12 Plate Offsets (X,Y)-- [2:0-6-5,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.48 0.23 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.13 0.19 0.05 (loc) 10-11 10-11 8 10-11 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 70 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud SLIDER Left 2x8 SP 2400F 2.0E 3-2-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=813/0-3-8, 8=649/Mechanical Max Horz 2=223(LC 5) Max Uplift2=-175(LC 6), 8=-139(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1475/734, 3-4=-1372/751, 4-5=-1158/313, 5-6=-1202/323, 6-7=-988/489, 7-8=-636/306 BOT CHORD 2-11=-570/1056, 10-11=-413/1079, 9-10=-232/854 WEBS 4-10=-147/371, 5-10=-353/1227, 6-10=-62/255, 6-9=-337/27, 7-9=-309/659 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; 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=175, 8=139. 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. December 6,2017 Job B17702879 Truss T09 Truss Type Roof Special Qty 2 Ply 1 McKenzie Wagner Job Reference (optional) I31835274 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:38 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-f_iT8D2epoprWV1QU5aBoNjbdhjdU6Y3bUDmTQyBl4V Scale = 1:63.0 1 2 3 4 5 6 10 9 8 7 8x8 5x6 4x6 3x6 2x4 3x6 2x4 6x8 3x6 3x6 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 13-6-0 2-4-0 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 13-6-0 2-4-0 1-0-118-7-31-5-71-2-44-3-012.00 12 9.00 12 Plate Offsets (X,Y)-- [1:0-4-8,0-11-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.37 0.22 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.13 0.19 0.05 (loc) 9-10 9-10 7 9-10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 68 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud SLIDER Left 2x8 SP 2400F 2.0E 3-2-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=659/0-3-8, 7=659/Mechanical Max Horz 1=209(LC 5) Max Uplift1=-123(LC 7), 7=-144(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1559/769, 2-3=-1439/788, 3-4=-1188/329, 4-5=-1230/338, 5-6=-1004/498, 6-7=-646/312 BOT CHORD 1-10=-612/1131, 9-10=-452/1151, 8-9=-240/864 WEBS 3-9=-186/392, 4-9=-377/1270, 5-9=-62/255, 5-8=-343/31, 6-8=-315/671 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; 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=123, 7=144. 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. December 6,2017 Job B17702879 Truss T10 Truss Type Scissor Qty 3 Ply 1 McKenzie Wagner Job Reference (optional) I31835275 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:39 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-7AGrLZ2Ha5xi8fcd2o5QKaGjN52ADW1Dp8yK?syBl4U Scale = 1:65.1 1 2 3 4 5 6 7 8 11 10 9 8x8 5x6 4x6 6x8 3x6 2x4 3x6 2x4 8x8 5x6 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 15-1-0 3-11-0 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 15-1-0 3-11-0 16-8-8 1-7-8 1-0-118-7-31-0-115-5-412.00 12 9.00 12 Plate Offsets (X,Y)-- [1:0-4-4,0-11-4], [7:0-6-5,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.27 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.20 0.34 0.06 (loc) 10 9-10 7 10-11 l/defl >999 >889 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 82 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud SLIDER Left 2x8 SP 2400F 2.0E 3-2-10, Right 2x8 SP 2400F 2.0E 3-2-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=728/0-3-8, 7=889/0-3-8 Max Horz 1=-206(LC 4) Max Uplift1=-140(LC 7), 7=-196(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1752/515, 2-3=-1632/549, 3-4=-1451/76, 4-5=-1449/121, 5-6=-1587/525, 6-7=-1689/507 BOT CHORD 1-11=-353/1276, 10-11=-283/1305, 9-10=-31/1252, 7-9=-192/1222 WEBS 4-10=-126/1595, 5-10=-100/436, 3-10=-139/461 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; 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) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=140, 7=196. 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. December 6,2017 Job B17702879 Truss TG01 Truss Type Piggyback Base Girder Qty 1 Ply 3 McKenzie Wagner Job Reference (optional) I31835276 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:39 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-7AGrLZ2Ha5xi8fcd2o5QKaGo7525DV2Dp8yK?syBl4U Scale = 1:93.0 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 3x6 5x8 8x8 4x6 2x4 4x6 5x8 10x16 4x6 6x16 2x4 3x6 4x6 5x12 4x6 4x6 4x6 6x6 4-6-0 4-6-0 4-7-12 0-1-12 11-5-8 6-9-12 18-0-14 6-7-6 21-2-4 3-1-6 24-3-12 3-1-8 30-11-0 6-7-4 35-1-0 4-2-0 -1-9-8 1-9-8 4-7-12 4-7-12 11-5-8 6-9-12 18-0-14 6-7-6 24-3-12 6-2-14 30-11-0 6-7-4 35-1-0 4-2-0 0-5-712-6-05-3-138-10-64-0-04-0-012-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [6:0-6-4,0-2-4], [7:0-5-8,0-1-12], [8:0-2-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.27 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.11 -0.22 0.33 0.06 (loc) 14 14 10 14 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 782 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 7-9: 2x10 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 5-17: 2x4 SPF-S Stud, 8-11: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 8-12: 2x10 SP No.1 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.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 2-18. REACTIONS.(lb/size) 18=2697/0-3-8, 10=4488/0-5-8 Max Horz 18=351(LC 4) Max Uplift18=-257(LC 5), 10=-256(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-223/662, 3-4=-3680/348, 4-5=-3414/371, 5-6=-4563/430, 6-7=-5904/572, 7-19=-5302/422, 8-19=-7333/632, 8-9=-6146/450, 9-10=-4353/282 BOT CHORD 2-18=-447/266, 5-16=-1071/125, 15-16=-582/3309, 14-15=-530/4045, 13-14=-489/4829, 12-13=-487/5744, 8-12=-3386/314 WEBS 3-18=-2225/253, 16-18=-541/320, 3-16=-221/3425, 5-15=-158/824, 6-15=-285/151, 6-14=-276/3230, 7-14=-319/2167, 7-13=-138/737, 8-13=-889/435, 9-12=-405/5127 NOTES- 1) 3-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, 2x10 - 4 rows staggered at 0-4-0 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: 2x10 - 2 rows staggered at 0-9-0 oc, 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; cantilever left exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=257, 10=256. 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) 3550 lb down and 437 lb up at 30-6-10 on top 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. December 6,2017 Job B17702879 Truss TG01 Truss Type Piggyback Base Girder Qty 1 Ply 3 McKenzie Wagner Job Reference (optional) I31835276 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:39 2017 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-7AGrLZ2Ha5xi8fcd2o5QKaGo7525DV2Dp8yK?syBl4U LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-7=-80, 7-9=-80, 2-17=-20, 14-16=-20, 12-14=-20, 10-11=-20 Concentrated Loads (lb) Vert: 19=-3550(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 B17702879 Truss TG02 Truss Type Piggyback Base Girder Qty 1 Ply 3 McKenzie Wagner Job Reference (optional) I31835277 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:40 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-cMqDZv3vLP3ZmpBpcVcftoozFUPqyziM2oitYJyBl4T Scale = 1:91.7 1 2 3 4 5 12 11 10 9 8 7 6 13 3x6 4x8 8x8 2x4 5x8 10x16 4x6 6x16 2x4 3x6 3x6 4x6 6x6 6-10-13 6-10-13 10-0-4 3-1-6 13-1-12 3-1-8 19-9-0 6-7-4 23-11-0 4-2-0 6-10-13 6-10-13 13-1-12 6-2-14 19-9-0 6-7-4 23-11-0 4-2-0 3-10-128-6-012-6-05-3-134-0-08-10-64-0-012-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-5-12,0-2-0], [3:0-5-8,0-1-12], [4:0-2-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.24 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.11 0.17 0.03 (loc) 10 10 6 10 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 590 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 3-5: 2x10 SP No.1 BOT CHORD 2x6 SP No.1 *Except* 4-7: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 4-8: 2x10 SP No.1 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.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 12=1839/0-3-8, 6=4071/0-5-8 Max Horz 12=-311(LC 3) Max Uplift12=-57(LC 5), 6=-307(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2805/260, 2-3=-4110/401, 3-13=-4130/310, 4-13=-6160/520, 4-5=-5561/431, 1-12=-1798/162, 5-6=-3945/291 BOT CHORD 11-12=-258/351, 10-11=-376/2417, 9-10=-388/3770, 8-9=-436/5203, 4-8=-3056/282 WEBS 2-11=-942/132, 2-10=-231/2761, 3-10=-208/995, 3-9=-112/901, 4-9=-1279/375, 1-11=-113/2164, 5-8=-358/4637 NOTES- 1) 3-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, 2x10 - 4 rows staggered at 0-4-0 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: 2x10 - 2 rows staggered at 0-9-0 oc, 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. 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 6=307. 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. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3550 lb down and 437 lb up at 19-4-10 on top 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. December 6,2017 Job B17702879 Truss TG02 Truss Type Piggyback Base Girder Qty 1 Ply 3 McKenzie Wagner Job Reference (optional) I31835277 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:40 2017 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-cMqDZv3vLP3ZmpBpcVcftoozFUPqyziM2oitYJyBl4T LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 3-5=-80, 10-12=-20, 8-10=-20, 6-7=-20 Concentrated Loads (lb) Vert: 13=-3550(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 B17702879 Truss TG04 Truss Type SCISSOR GIRDER Qty 1 Ply 2 McKenzie Wagner Job Reference (optional) I31835278 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:40 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-cMqDZv3vLP3ZmpBpcVcftoovyUKzy0tM2oitYJyBl4T Scale = 1:65.9 1 2 3 4 5 6 7 10 9 8 11 4x6 5x8 5x8 8x16 3x6 3x6 3x6 3x6 3-11-10 3-11-10 7-6-8 3-6-14 11-1-6 3-6-14 15-1-0 3-11-10 -1-7-8 1-7-8 3-11-10 3-11-10 7-6-8 3-6-14 11-1-6 3-6-14 15-1-0 3-11-10 16-8-8 1-7-8 1-0-118-7-31-0-115-5-412.00 12 9.00 12 Plate Offsets (X,Y)-- [2:0-1-2,0-2-8], [6:0-1-2,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.45 0.55 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.11 0.18 0.03 (loc) 9 9 6 9 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 239 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x10 SP No.1 WEBS 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) 2=998/0-3-8, 6=2079/0-3-8 Max Horz 2=190(LC 4) Max Uplift2=-220(LC 5), 6=-435(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2068/298, 3-4=-1958/152, 4-5=-1957/197, 5-6=-2856/383 BOT CHORD 2-10=-352/1530, 9-10=-311/1631, 8-9=-163/2306, 8-11=-252/2437, 6-11=-103/1622 WEBS 4-9=-241/2346, 5-9=-611/419, 5-8=-140/403 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: 2x10 - 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 left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=220, 6=435. 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) 1314 lb down and 261 lb up at 13-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80, 2-9=-20, 6-9=-20 Concentrated Loads (lb) Vert: 11=-1314(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. December 6,2017 Job B17702879 Truss TG05 Truss Type Scissor Girder Qty 1 Ply 2 McKenzie Wagner Job Reference (optional) I31835279 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:41 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-4ZObmF4X6jBQNzm?AD7uQ?L5mufGhTxWHSRR4lyBl4S Scale = 1:65.9 1 2 3 4 5 6 9 8 7 10 5x8 4x6 8x16 3x6 3x6 3x6 3x6 5x8 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 15-1-0 3-11-0 3-11-0 3-11-0 7-6-8 3-7-8 11-2-0 3-7-8 15-1-0 3-11-0 16-8-8 1-7-8 1-0-118-7-31-0-115-5-412.00 12 9.00 12 Plate Offsets (X,Y)-- [1:0-1-2,0-2-8], [5:0-1-2,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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) 0.45 0.55 0.65 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.11 0.18 0.03 (loc) 8 8 5 8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 234 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x10 SP No.1 WEBS 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=846/0-3-8, 5=2073/0-3-8 Max Horz 1=-204(LC 3) Max Uplift1=-161(LC 6), 5=-434(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2136/304, 2-3=-1992/156, 3-4=-1989/201, 4-5=-2869/398 BOT CHORD 1-9=-360/1604, 8-9=-323/1698, 7-8=-178/2318, 7-10=-253/2443, 5-10=-106/1638 WEBS 3-8=-247/2387, 4-8=-605/420, 4-7=-138/395, 2-8=-76/270 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: 2x10 - 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 left and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=161, 5=434. 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) 1298 lb down and 259 lb up at 13-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 1-8=-20, 5-8=-20 Concentrated Loads (lb) Vert: 10=-1298(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. December 6,2017 Job B17702879 Truss TG06 Truss Type Flat Girder Qty 1 Ply 2 McKenzie Wagner Job Reference (optional) I31835280 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Dec 06 08:10:41 2017 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:tQgIaQxB8TK2DrzI8v7OFZyDJu2-4ZObmF4X6jBQNzm?AD7uQ?L3hulFhWAWHSRR4lyBl4S Scale = 1:15.0 1 2 3 6 5 478 3x6 4x6 4x6 3x6 4x8 2x4 3-10-8 3-10-8 7-9-0 3-10-8 3-10-8 3-10-8 7-9-0 3-10-8 1-5-1LOADING (psf) TCLL TCDL BCLL BCDL 30.0 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 0.16 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.06 0.00 0.02 (loc) 5 5 4 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 82 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF-S Stud BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=1334/Mechanical, 4=1319/Mechanical Max Uplift6=-266(LC 3), 4=-264(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-660/140, 1-2=-2117/438, 2-3=-2117/438, 3-4=-660/140 BOT CHORD 6-7=-66/314, 5-7=-66/314, 5-8=-66/314, 4-8=-66/314 WEBS 1-5=-385/1864, 3-5=-385/1864 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: 2x8 - 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) 6=266, 4=264. 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) 629 lb down and 156 lb up at 1-9-12, and 639 lb down and 161 lb up at 3-9-12, and 639 lb down and 161 lb up at 5-9-12 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: 1-3=-80, 4-6=-20 Concentrated Loads (lb) Vert: 5=-639(F) 7=-629(F) 8=-639(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. December 6,2017 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System General Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.