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HomeMy WebLinkAboutI33489775.78_Woods_at_ShelborneRe: Liu, Xuegang Pages or sheets covered by this seal: I33489775 thru I33489813 My license renewal date for the state of Indiana is July 31, 2018. 78_Woods_at_Shelborne Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: 78 Woods at Shelborne The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss CG01 Truss Type Diagonal Hip Girder Qty 3 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489775 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-1N?IyMvZnQHNUOHkoPlmlYluZo6dsUUkpnhzZ9zBeRt Scale = 1:24.4 1 2 3 4 7 6 5 8 9 10 11 2x4 3x4 2x4 3x4 4-7-14 4-7-14 -1-6-1 1-6-1 4-7-14 4-7-14 1- 2 - 0 3- 5 - 1 3 5.98 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.22 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 -0.00 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=260/0-4-7, 6=148/Mechanical Max Horz 7=107(LC 4) Max Uplift7=-80(LC 5), 6=-47(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(9-10) 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and 6. This connection is for uplift only and does not consider lateral forces. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb down and 114 lb up at 1-8-14, and 51 lb down and 12 lb up at 2-0-15 on top chord, and 3 lb up at 1-8-14, and 2 lb down and 24 lb up at 2-0-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-20, 5-7=-20 Concentrated Loads (lb) Vert: 8=38(F) 10=3(F) 11=2(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss GE01 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489776 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-VZZg9ivBYjPE5XswM7H?IlI3MCTpbvau2RRW5bzBeRs Scale = 1:76.4 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 2x4 3x4 4x6 2x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 20-11-0 20-11-0 -1-0-0 1-0-0 10-5-8 10-5-8 20-11-0 10-5-8 21-11-0 1-0-0 1- 2 - 0 9- 0 - 2 1- 2 - 0 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.10 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 311 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 7-19: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-19 REACTIONS.All bearings 20-11-0. (lb) - Max Horz 25=-215(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 25, 14, 20, 21, 23, 24, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joint(s) 25, 14, 20, 21, 23, 24, 18, 17, 16, 15 except 19=257(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-43/259, 7-8=-43/259 WEBS 7-19=-260/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25, 14, 20, 21, 23, 24, 18, 17, 16, 15. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss GE02 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489777 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:7p1yGKCmG7u_ciwpMABd00zbMnB-zl72N2wpJ1X5jhR7wqoEqzrGVcqjKNJ1G5A4e2zBeRr Scale = 1:41.7 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 2x4 2x4 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-2-0 10-2-0 -1-0-0 1-0-0 5-1-0 5-1-0 10-2-0 5-1-0 11-2-0 1-0-0 1- 2 - 0 4- 1 1 - 1 2 1- 2 - 0 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.05 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 104 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 10-2-0. (lb) - Max Horz 16=-121(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss GE03 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489778 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:7p1yGKCmG7u_ciwpMABd00zbMnB-RxhRaOxR4LfyLr0JTXJTNANOM?7e3lQBVlwdAUzBeRq Scale = 1:81.0 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 67 17 16 15 14 13 12 11 10 9 8 4x6 2x4 3x4 3x8 3x4 3x4 3x4 3x4 3x6 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 5-3-6 5-3-6 8-9-8 3-6-2 10-4-4 1-6-12 15-5-2 5-0-14 20-8-8 5-3-6 -1-0-0 1-0-0 5-3-6 5-3-6 10-4-4 5-0-14 15-5-2 5-0-14 20-8-8 5-3-6 21-8-8 1-0-0 1- 2 - 0 8- 1 1 - 3 1- 2 - 0 9.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [3:0-1-12,0-1-8], [5:0-1-12,0-1-8], [6:0-2-12,0-1-8], [18:0-1-9,0-0-0], [20:0-1-9,0-0-0], [23:0-1-9,0-0-0], [27:0-1-9,0-0-0], [29:0-1-9,0-0-0], [31:0-1-9,0-0-0], [32:0-1-1,0-0-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.20 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.00 (loc) 16-17 16-17 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 340 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-13: 2x4 SPF No.2, 2-17,6-8: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13 REACTIONS.All bearings 11-11-0 except (jt=length) 17=0-3-8, 14=0-3-8, 14=0-3-8. (lb) - Max Horz 17=-213(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 17, 9, 8, 10 except 13=-110(LC 6) Max Grav All reactions 250 lb or less at joint(s) 12, 11, 14, 14 except 17=444(LC 1), 13=621(LC 1), 9=336(LC 11), 8=301(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-352/54, 2-17=-394/83, 6-8=-254/79 WEBS 4-13=-310/0, 3-13=-334/131 NOTES-(10-11) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 8, 10 except (jt=lb) 13=110. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss GE04 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489779 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-RxhRaOxR4LfyLr0JTXJTNANQT?8g3rvBVlwdAUzBeRq Scale = 1:33.8 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 3x8 4x6 3x8 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 16-9-0 16-9-0 -1-0-0 1-0-0 8-4-8 8-4-8 16-9-0 8-4-8 17-9-0 1-0-0 0- 9 - 0 3- 6 - 8 0- 9 - 0 4.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.14 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 0.01 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 180 120 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-9-0. (lb) - Max Horz 17=36(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 17, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 13, 14, 12 except 17=262(LC 1), 10=262(LC 1), 15=307(LC 10), 11=307(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 10, 14, 15, 12, 11. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss GE05 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489780 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-NKoB?4zicyvga9AhbyLxSbTb3pf6Xc2Ty3PkEMzBeRo Scale = 1:106.8 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 27 26 25 24 23 22 21 20 19 18 17 16 15 14 1311 1078 79 80 12 81 82 3x6 4x8 3x4 3x6 4x6 4x6 4x6 4x6 5x6 3x8 4x6 4x6 3x8 10-0-3 10-0-3 14-10-8 4-10-5 18-1-8 3-3-0 19-8-13 1-7-5 29-9-0 10-0-3 -1-0-0 1-0-0 7-7-0 7-7-0 14-10-8 7-3-8 22-2-0 7-3-8 29-9-0 7-7-0 30-9-0 1-0-0 1- 2 - 0 12 - 3 - 1 4 1- 2 - 0 9.00 12 Plate Offsets (X,Y)-- [5:0-1-8,0-1-8], [10:Edge,0-2-0], [16:0-3-0,0-3-0], [27:Edge,0-2-0], [73:0-1-8,0-1-0], [75:0-1-8,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.87 0.84 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.62 0.02 (loc) 10-11 10-11 10 l/defl >528 >225 n/a L/d 240 180 n/a PLATES MT20 Weight: 654 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-11,5-19,4-27,6-10: 2x4 SPF No.2, 2-27,8-10: 2x4 SPF-S Stud OTHERS 2x3 SPF No.2 *Except* 16-30,14-33: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 9-8-5 oc bracing. WEBS 1 Row at midpt 5-11, 5-19, 6-10 REACTIONS.All bearings 18-1-8 except (jt=length) 10=0-3-8, 12=0-3-8. (lb) - Max Horz 27=-292(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 18, 26, 27, 10 except 19=-149(LC 6), 12=-278(LC 10) Max Grav All reactions 250 lb or less at joint(s) 14, 17, 18, 20, 21, 22, 23, 24, 25, 26, 13, 15 except 19=1096(LC 1), 27=399(LC 10), 10=997(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-341/229, 3-4=-102/258, 5-6=-880/223, 6-7=-336/219, 7-8=-575/190, 2-27=-404/237, 8-10=-548/214 BOT CHORD 18-19=-12/286, 18-80=-12/286, 17-80=-12/286, 16-17=-12/286, 15-16=-12/286, 14-15=-12/286, 13-14=-12/286, 12-13=-12/286, 11-12=-12/286, 11-81=0/716, 81-82=0/716, 10-82=0/716 WEBS 5-11=-88/821, 6-11=-370/257, 5-19=-749/0, 4-19=-413/263, 6-10=-474/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Vertical gable studs spaced at 1-4-0 oc and horizontal gable studs spaced at 4-3-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 26, 27 except (jt=lb) 19=149. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10 and 12. This connection is for uplift only and does not consider lateral forces. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss J01 Truss Type Jack-Closed Qty 29 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489781 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-rWMZDPzKNG1XCJlu9gsA?p?qoD6xGCJdBj8HnpzBeRn Scale = 1:43.4 1 2 5 3 4 3x8 3x4 6-8-14 6-8-14 -1-0-0 1-0-0 6-8-14 6-8-14 1- 2 - 0 6- 2 - 1 1 5- 9 - 3 6- 2 - 1 1 9.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.61 0.42 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.11 -0.26 0.13 (loc) 4-5 4-5 3 l/defl >729 >299 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=335/0-3-8, 3=180/Mechanical, 4=77/Mechanical Max Horz 5=174(LC 6) Max Uplift3=-114(LC 6) Max Grav 5=335(LC 1), 3=180(LC 1), 4=127(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-280/55 NOTES-(8-9) 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; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=114. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss J02 Truss Type Jack-Closed Qty 3 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489782 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-rWMZDPzKNG1XCJlu9gsA?p?ulD2iGBndBj8HnpzBeRn Scale = 1:40.3 1 2 3 7 6 4 5 2x4 3x4 4x6 3x4 4-11-9 4-11-9 6-8-14 1-9-5 -1-0-0 1-0-0 4-11-9 4-11-9 6-8-14 1-9-5 1- 2 - 0 4- 1 0 - 1 1 4- 7 - 3 4- 1 0 - 1 1 9.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.69 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.14 -0.37 0.26 (loc) 6-7 6-7 4 l/defl >546 >213 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=335/0-3-8, 4=51/Mechanical, 5=206/Mechanical Max Horz 7=164(LC 6) Max Uplift7=-7(LC 6), 4=-21(LC 4), 5=-49(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and 5. This connection is for uplift only and does not consider lateral forces. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss J03 Truss Type Jack-Closed Girder Qty 3 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489783 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:7p1yGKCmG7u_ciwpMABd00zbMnB-rWMZDPzKNG1XCJlu9gsA?p?wzDA0GBedBj8HnpzBeRn Scale = 1:29.1 1 2 3 4 8 7 6 5 9 2x4 3x4 3x6 3x4 3x4 5x6 3-2-4 3-2-4 6-8-14 3-6-11 -1-0-0 1-0-0 3-2-4 3-2-4 6-8-14 3-6-11 1- 2 - 0 3- 6 - 1 1 9.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.16 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 6-7 6-7 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=343/0-3-8, 4=100/Mechanical, 6=177/Mechanical Max Horz 8=108(LC 4) Max Uplift8=-30(LC 5), 4=-40(LC 3) Max Grav 8=343(LC 1), 4=100(LC 1), 6=200(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-322/42 NOTES-(13-14) 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. 8) "Semi-rigid pitchbreaks with fixed 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 lb down at 3-3-0, and 28 lb down at 4-9-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 14) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 7=-18(B) 9=-18(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss J04 Truss Type Jack-Closed Qty 6 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489784 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-JjwxQl_y8Z9NqTJ4iNNPX0Y52dWr?fZmQNurJFzBeRm Scale = 1:25.0 1 2 5 3 4 2x4 2x4 3-8-8 3-8-8 -1-0-0 1-0-0 3-8-8 3-8-8 1- 1 - 0 3- 6 - 1 1 0- 5 - 3 3- 1 - 7 3- 6 - 1 1 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.02 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=218/0-3-8, 3=93/Mechanical, 4=38/Mechanical Max Horz 5=92(LC 6) Max Uplift5=-8(LC 6), 3=-57(LC 6) Max Grav 5=218(LC 1), 3=93(LC 1), 4=68(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 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; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 4. This connection is for uplift only and does not consider lateral forces. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss J05 Truss Type Jack-Open Qty 3 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489785 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-JjwxQl_y8Z9NqTJ4iNNPX0Y6qdXm?fZmQNurJFzBeRm Scale = 1:16.6 1 2 5 3 4 2x4 2x4 1-3-14 1-3-14 -1-0-0 1-0-0 1-3-14 1-3-14 1- 2 - 0 2- 1 - 1 5 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-3-14 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=145/0-3-8, 3=10/Mechanical, 4=8/Mechanical Max Horz 5=78(LC 6) Max Uplift5=-2(LC 6), 3=-22(LC 6), 4=-18(LC 6) Max Grav 5=145(LC 1), 3=12(LC 4), 4=22(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 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; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 4. This connection is for uplift only and does not consider lateral forces. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss J06 Truss Type Jack-Open Qty 3 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489786 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-JjwxQl_y8Z9NqTJ4iNNPX0Y79dXy?fZmQNurJFzBeRm Scale = 1:15.6 1 2 5 3 42x4 2x4 1-4-6 1-4-6 -1-0-0 1-0-0 1-4-6 1-4-6 1- 1 - 0 1- 1 1 - 1 5 1- 6 - 1 1 1- 1 1 - 1 5 8.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-4-6 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=145/0-3-8, 3=12/Mechanical, 4=9/Mechanical Max Horz 5=70(LC 6) Max Uplift5=-12(LC 6), 3=-19(LC 6), 4=-12(LC 6) Max Grav 5=145(LC 1), 3=12(LC 1), 4=23(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 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; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 4. This connection is for uplift only and does not consider lateral forces. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss M01 Truss Type Monopitch Qty 5 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489787 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-ovUKd5?avtHERcuGG5ve4E5I_0sik6pwf0dOrhzBeRl Scale = 1:15.8 1 2 3 5 4 2x4 3x8 2x4 0-3-0 0-3-0 3-11-8 3-8-8 -1-0-0 1-0-0 3-11-8 3-11-8 0- 9 - 0 2- 0 - 1 3 1- 9 - 5 0- 3 - 8 2- 0 - 1 3 4.00 12 Plate Offsets (X,Y)-- [4:0-1-15,0-0-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=228/0-3-0, 4=138/0-1-8 Max Horz 5=62(LC 5) Max Uplift5=-48(LC 4), 4=-14(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 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; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 4. This connection is for uplift only and does not consider lateral forces. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss M02 Truss Type Monopitch Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489788 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-ovUKd5?avtHERcuGG5ve4E5D00rAk6pwf0dOrhzBeRl Scale = 1:20.7 1 2 3 5 4 3x4 3x8 3x6 0-3-0 0-3-0 5-11-8 5-8-8 -1-0-0 1-0-0 5-11-8 5-11-8 0- 9 - 0 2- 8 - 1 3 2- 5 - 5 0- 3 - 8 2- 8 - 1 3 4.00 12 Plate Offsets (X,Y)-- [4:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.44 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.10 0.00 (loc) 4-5 4-5 4 l/defl >999 >668 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=302/0-3-0, 4=220/0-1-8 Max Horz 5=84(LC 5) Max Uplift5=-52(LC 4), 4=-24(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-258/150 NOTES-(8-9) 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; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 4. This connection is for uplift only and does not consider lateral forces. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss PB01 Truss Type GABLE Qty 11 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489789 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-ovUKd5?avtHERcuGG5ve4E5Jy0rik6pwf0dOrhzBeRl Scale: 3/4"=1' 2 3 4 1 5 3x4 2x4 2x4 5-2-0 5-2-0 2-7-0 2-7-0 5-2-0 2-7-0 -0 - 0 - 4 1- 8 - 7 1- 8 - 1 1 0- 1 - 0 0- 1 - 8 8.00 12 Plate Offsets (X,Y)-- [3:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-2-0. (lb) - Max Horz 1=-35(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 2, 4 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(11-12) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 2, 4. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T01 Truss Type Common Qty 4 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489790 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-G52irR0CgBP53mTTqoQtdRdJbQ3WTWe3tgNxN8zBeRk Scale = 1:72.2 1 2 3 4 5 6 7 10 9 811 12 13 14 4x6 3x6 5x12 2x4 2x4 3x6 4x8 4x8 10-5-8 10-5-8 20-11-0 10-5-8 -1-0-0 1-0-0 5-4-8 5-4-8 10-5-8 5-1-0 15-6-8 5-1-0 20-11-0 5-4-8 21-11-0 1-0-0 1- 2 - 0 9- 0 - 2 1- 2 - 0 9.00 12 Plate Offsets (X,Y)-- [2:0-1-3,0-1-8], [6:0-1-3,0-1-8], [8:Edge,0-1-8], [9:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.68 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.53 0.03 (loc) 8-9 8-9 8 l/defl >999 >461 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-9: 2x4 SPF No.2, 2-10,6-8: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 10=987/0-3-8, 8=987/0-3-8 Max Horz 10=-216(LC 4) Max Uplift10=-68(LC 6), 8=-68(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1012/125, 3-4=-784/135, 4-5=-784/135, 5-6=-1012/125, 2-10=-840/146, 6-8=-840/146 BOT CHORD 10-11=-51/690, 11-12=-51/690, 9-12=-51/690, 9-13=0/690, 13-14=0/690, 8-14=0/690 WEBS 4-9=-60/511 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10 and 8. This connection is for uplift only and does not consider lateral forces. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T02 Truss Type Common Qty 3 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489791 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-G52irR0CgBP53mTTqoQtdRdHvQ3QTWH3tgNxN8zBeRk Scale = 1:72.2 1 2 3 4 5 6 9 8 710 11 12 13 4x6 4x8 3x6 5x12 2x4 2x4 3x6 4x8 10-5-8 10-5-8 20-11-0 10-5-8 -1-0-0 1-0-0 5-4-8 5-4-8 10-5-8 5-1-0 15-6-8 5-1-0 20-11-0 5-4-8 1- 2 - 0 9- 0 - 2 1- 2 - 0 9.00 12 Plate Offsets (X,Y)-- [2:0-1-3,0-1-8], [6:0-1-3,0-1-8], [7:0-0-12,0-1-8], [8:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.88 0.69 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.60 0.03 (loc) 8-9 8-9 7 l/defl >999 >412 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 4-6: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-8: 2x4 SPF No.2, 2-9,6-7: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=989/0-3-8, 7=911/0-3-8 Max Horz 9=227(LC 5) Max Uplift9=-68(LC 6), 7=-29(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1011/124, 3-4=-783/135, 4-5=-784/135, 5-6=-1016/125, 2-9=-839/145, 6-7=-753/104 BOT CHORD 9-10=-62/690, 10-11=-62/690, 8-11=-62/690, 8-12=-6/705, 12-13=-6/705, 7-13=-6/705 WEBS 4-8=-60/513 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9 and 7. This connection is for uplift only and does not consider lateral forces. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T03 Truss Type Common Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489792 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:7p1yGKCmG7u_ciwpMABd00zbMnB-G52irR0CgBP53mTTqoQtdRdGQQ5eTSz3tgNxN8zBeRk Scale = 1:71.6 1 2 3 4 5 6 7 10 9 811 12 4x6 5x12 3x4 3x4 3x4 3x4 3x6 4x6 8-11-4 8-11-4 20-8-8 11-9-4 -1-0-0 1-0-0 5-3-6 5-3-6 10-4-4 5-0-14 15-5-2 5-0-14 20-8-8 5-3-6 21-8-8 1-0-0 1- 2 - 0 8- 1 1 - 3 1- 2 - 0 9.00 12 Plate Offsets (X,Y)-- [8:0-2-12,0-1-12], [9:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.55 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.75 0.01 (loc) 8-9 8-9 8 l/defl >466 >187 n/a L/d 240 180 n/a PLATES MT20 Weight: 96 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SP 2400F 2.0E WEBS 2x3 SPF No.2 *Except* 4-9: 2x4 SPF No.2, 2-10,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 REACTIONS.(lb/size) 9=916/0-3-8, 10=387/0-3-8, 8=553/0-3-8 Max Horz 10=-213(LC 4) Max Uplift9=-34(LC 6), 10=-46(LC 6), 8=-64(LC 7) Max Grav 9=916(LC 1), 10=404(LC 10), 8=554(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-395/75, 2-10=-265/142, 6-8=-395/111 BOT CHORD 9-11=0/259, 11-12=0/259, 8-12=0/259 WEBS 4-9=-268/0, 5-9=-283/170, 3-9=-259/174 NOTES-(7-8) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9, 10, and 8. This connection is for uplift only and does not consider lateral forces. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T04 Truss Type Hip Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489793 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-kIc42n0qRUXyhw2fOWx69fATRqPXCxeC6K6VwazBeRj Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 1119 20 21 3x6 5x6 5x6 3x6 3x4 3x6 3x4 4x6 3x6 3x8 3x4 4x6 3x6 3x4 5x8 5x8 8-5-8 8-5-8 16-8-8 8-3-0 21-2-8 4-6-0 29-5-8 8-3-0 37-11-0 8-5-8 -1-0-0 1-0-0 8-5-8 8-5-8 16-8-8 8-3-0 21-2-8 4-6-0 29-5-8 8-3-0 37-11-0 8-5-8 38-11-0 1-0-0 1- 1 - 0 12 - 0 - 1 3 12 - 2 - 1 1 1- 1 - 0 12 - 0 - 1 3 8.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [5:0-3-0,0-2-0], [6:0-3-3,Edge], [8:0-1-12,0-1-8], [12:0-2-8,0-2-0], [17:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.83 0.70 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.40 0.09 (loc) 15-17 15-17 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 190 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-17,8-12: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-8-6 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-15, 5-14, 8-14 REACTIONS.(lb/size) 18=1774/0-3-8, 11=1768/0-3-8 Max Horz 18=-287(LC 4) Max Uplift18=-93(LC 6), 11=-93(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2373/186, 3-4=-1842/202, 4-5=-1687/251, 5-6=-1395/258, 6-7=-1678/251, 7-8=-1833/202, 8-9=-2365/186, 2-18=-1704/183, 9-11=-1698/183 BOT CHORD 17-18=-306/398, 17-19=-62/1864, 16-19=-62/1864, 15-16=-62/1864, 15-20=0/1402, 14-20=0/1402, 13-14=0/1856, 13-21=0/1856, 12-21=0/1856, 11-12=-87/389 WEBS 3-17=0/264, 3-15=-597/178, 5-15=-38/606, 6-14=-26/571, 8-14=-597/178, 8-12=0/263, 2-17=0/1483, 9-12=0/1475 NOTES-(10-11) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 4%, joint 9 = 4% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18 and 11. This connection is for uplift only and does not consider lateral forces. 8) "Semi-rigid pitchbreaks with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T05 Truss Type Common Qty 4 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489794 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-kIc42n0qRUXyhw2fOWx69fAUBqSvC?dC6K6VwazBeRj Scale = 1:33.1 1 2 3 4 5 9 8 7 6 4x6 6x8 3x6 2x4 6x8 8-4-8 8-4-8 16-9-0 8-4-8 -1-0-0 1-0-0 8-4-8 8-4-8 16-9-0 8-4-8 17-9-0 1-0-0 0- 9 - 0 3- 6 - 8 0- 9 - 0 4.00 12 Plate Offsets (X,Y)-- [6:Edge,0-5-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.48 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.27 0.03 (loc) 7-9 7-9 6 l/defl >999 >737 n/a L/d 240 180 n/a PLATES MT20 Weight: 46 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SP No.1 *Except* 3-7: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=725/0-3-8, 6=725/0-3-8 Max Horz 9=36(LC 6) Max Uplift9=-73(LC 6), 6=-73(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1022/141, 3-4=-1022/141, 2-9=-648/187, 4-6=-648/187 BOT CHORD 8-9=-35/886, 7-8=-35/886, 6-7=-35/886 WEBS 3-7=0/342 NOTES-(7-8) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9 and 6. This connection is for uplift only and does not consider lateral forces. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 8) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T06 Truss Type Hip Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489795 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-CUASG71SCogpI4drxDSLisjfPEk4xLRML_s2S0zBeRi Scale = 1:89.9 1 2 3 4 5 6 7 8 910 18 17 16 15 14 13 12 111920 21 3x6 5x6 5x6 3x6 12x12 3x6 3x4 3x8 3x6 3x8 3x4 3x8 3x6 12x12 7-4-0 7-4-0 14-5-8 7-1-8 23-5-8 9-0-0 30-7-0 7-1-8 37-11-0 7-4-0 -1-0-0 1-0-0 7-4-0 7-4-0 14-5-8 7-1-8 23-5-8 9-0-0 30-7-0 7-1-8 37-11-0 7-4-0 38-11-0 1-0-0 1- 1 - 0 10 - 6 - 1 3 10 - 8 - 1 1 1- 1 - 0 10 - 6 - 1 3 8.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [5:0-3-0,0-2-0], [6:0-3-3,Edge], [8:0-1-12,0-1-8], [11:Edge,0-10-2], [12:0-2-8,0-1-8], [17:0-2-8,0-1-8], [18:Edge,0-10-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.75 0.74 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.64 0.08 (loc) 13-16 13-16 11 l/defl >999 >709 n/a L/d 240 180 n/a PLATES MT20 Weight: 176 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 14-15: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-17,8-12,2-17,9-12: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins, except end verticals, and 2-0-0 oc purlins (4-5-15 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-16, 5-13, 8-13 REACTIONS.(lb/size) 18=1795/0-3-8, 11=1773/0-3-8 Max Horz 18=252(LC 5) Max Uplift18=-84(LC 6), 11=-84(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2373/191, 3-4=-2030/203, 4-5=-1905/245, 5-6=-1553/249, 6-7=-1865/245, 7-8=-1990/203, 8-9=-2342/191, 2-18=-1716/184, 9-11=-1697/185 BOT CHORD 17-18=-264/371, 17-19=-92/1873, 16-19=-92/1873, 15-16=-46/1586, 15-20=-46/1586, 14-20=-46/1586, 13-14=-46/1586, 13-21=-17/1848, 12-21=-17/1848, 11-12=-52/366 WEBS 3-16=-374/160, 5-16=0/617, 6-13=0/548, 8-13=-385/160, 2-17=0/1513, 9-12=0/1492 NOTES-(10-11) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 18 = 12%, joint 11 = 12% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18 and 11. This connection is for uplift only and does not consider lateral forces. 8) "Semi-rigid pitchbreaks with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T07 Truss Type Hip Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489796 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-ggjqTT25z6ogwEC2VwzaE4Fohe3jgoUVZebc_SzBeRh Scale = 1:80.6 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 1221 22 3x6 5x6 5x6 3x6 3x4 3x8 3x4 3x8 3x8 2x4 3x8 3x8 3x4 3x8 3x8 3x4 6x6 6x6 6-2-8 6-2-8 12-2-8 6-0-0 18-11-8 6-9-0 25-8-8 6-9-0 31-8-8 6-0-0 37-11-0 6-2-8 -1-0-0 1-0-0 6-2-8 6-2-8 12-2-8 6-0-0 18-11-8 6-9-0 25-8-8 6-9-0 31-8-8 6-0-0 37-11-0 6-2-8 38-11-0 1-0-0 1- 1 - 0 9- 0 - 1 3 9- 2 - 1 1 1- 1 - 0 9- 0 - 1 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [3:0-1-12,0-1-8], [5:0-3-3,Edge], [7:0-3-3,Edge], [9:0-1-12,0-1-8], [10:0-3-0,0-1-12], [13:0-2-8,0-1-8], [19:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.84 0.78 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.35 0.10 (loc) 14-16 14-16 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 179 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-18,6-18,6-16,6-14,7-14: 2x4 SPF No.2, 2-20,10-12: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-11 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-18, 6-14 REACTIONS.(lb/size) 20=1729/0-3-8, 12=1729/0-3-8 Max Horz 20=217(LC 5) Max Uplift20=-74(LC 6), 12=-74(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2250/192, 3-4=-2056/210, 4-5=-1948/246, 5-6=-1620/240, 6-7=-1620/240, 7-8=-1948/246, 8-9=-2056/210, 9-10=-2250/192, 2-20=-1662/183, 10-12=-1662/183 BOT CHORD 19-20=-218/268, 18-19=-141/1787, 18-21=-95/1963, 17-21=-95/1963, 16-17=-95/1963, 15-16=-95/1963, 15-22=-95/1963, 14-22=-95/1963, 13-14=-32/1787, 12-13=-22/251 WEBS 5-18=-23/738, 6-18=-661/160, 6-16=0/392, 6-14=-661/159, 7-14=-23/738, 2-19=-14/1551, 10-13=-14/1551 NOTES-(9-10) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 20 and 12. This connection is for uplift only and does not consider lateral forces. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 10) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T08 Truss Type Hip Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489797 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-ggjqTT25z6ogwEC2VwzaE4FqWe2XglrVZebc_SzBeRh Scale = 1:74.4 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 111819 5x6 3x12 3x8 MT18HS3x8 3x6 2x4 3x8 3x8 3x6 5x6 3x8 MT18HS 3x6 4x6 3x6 4x6 9-11-8 9-11-8 18-11-8 9-0-0 27-11-8 9-0-0 37-11-0 9-11-8 -1-0-0 1-0-0 5-1-0 5-1-0 9-11-8 4-10-8 18-11-8 9-0-0 27-11-8 9-0-0 32-10-0 4-10-8 37-11-0 5-1-0 38-11-0 1-0-0 1- 1 - 0 7- 6 - 1 3 7- 8 - 1 1 1- 1 - 0 7- 6 - 1 3 8.00 12 Plate Offsets (X,Y)-- [4:0-3-3,Edge], [7:0-3-3,Edge], [11:0-2-12,0-2-0], [17:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.86 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.56 0.15 (loc) 12-14 11-12 11 l/defl >999 >800 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 158 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-6,6-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 13-15: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 5-16,5-12: 2x4 SPF No.2, 2-17,9-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-8-9 max.): 4-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 5-12, 3-17, 8-11 REACTIONS.(lb/size) 17=1749/0-3-8, 11=1749/0-3-8 Max Horz 17=182(LC 5) Max Uplift17=-62(LC 6), 11=-62(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-419/85, 3-4=-2181/229, 4-5=-1754/224, 5-6=-1755/222, 6-7=-1753/223, 7-8=-2182/229, 8-9=-422/85, 2-17=-416/115, 9-11=-418/115 BOT CHORD 16-17=-202/1747, 16-18=-193/2461, 15-18=-193/2461, 14-15=-193/2461, 13-14=-193/2461, 13-19=-193/2461, 12-19=-193/2461, 11-12=-67/1745 WEBS 4-16=-2/776, 5-16=-990/201, 5-14=0/480, 5-12=-986/200, 7-12=-2/771, 3-17=-1930/145, 8-11=-1925/144 NOTES-(10-11) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17 and 11. This connection is for uplift only and does not consider lateral forces. 8) "Semi-rigid pitchbreaks with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T09 Truss Type Hip Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489798 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-8tHDhp3jjPwXYOnE3eUpnHoxP1RHPFVfoIL9XvzBeRg Scale: 1/8"=1' 12 3 4 5 6 7 8 9 17 16 15 14 13 12 11 1018 19 20 3x6 5x6 5x6 3x8 3x4 3x6 3x4 4x6 3x6 3x8 3x4 3x8 3x6 6x6 3x6 5x8 8-5-8 8-5-8 16-8-8 8-3-0 21-2-8 4-6-0 29-3-12 8-1-4 37-7-8 8-3-12 -1-0-0 1-0-0 8-5-8 8-5-8 16-8-8 8-3-0 21-2-8 4-6-0 29-3-12 8-1-4 37-7-8 8-3-12 1- 1 - 0 12 - 0 - 1 3 12 - 2 - 1 1 1- 3 - 5 12 - 0 - 1 3 8.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [5:0-3-0,0-2-0], [6:0-3-3,Edge], [7:0-1-12,0-1-8], [11:0-2-8,0-1-8], [16:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.97 0.69 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.40 0.08 (loc) 14-16 14-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 186 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-16,7-11,9-11: 2x3 SPF No.2, 9-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-8-14 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 5-13, 7-13 REACTIONS.(lb/size) 17=1762/0-3-8, 10=1688/Mechanical Max Horz 17=299(LC 5) Max Uplift17=-92(LC 6), 10=-55(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2355/185, 3-4=-1823/201, 4-5=-1667/250, 5-6=-1374/256, 6-7=-1806/251, 7-8=-2038/182, 8-9=-2283/150, 9-10=-1619/144, 2-17=-1692/182 BOT CHORD 16-17=-318/388, 16-18=-76/1849, 15-18=-76/1849, 14-15=-76/1849, 14-19=0/1386, 13-19=0/1386, 12-13=-32/1800, 12-20=-32/1800, 11-20=-32/1800 WEBS 3-16=0/265, 3-14=-598/178, 5-14=-37/607, 6-13=-29/568, 7-13=-564/178, 9-11=-3/1593, 2-16=0/1468 NOTES-(12-13) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 4% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 10) "Semi-rigid pitchbreaks with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T10 Truss Type Hip Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489799 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-8tHDhp3jjPwXYOnE3eUpnHo_b1QcPFRfoIL9XvzBeRg Scale = 1:88.8 12 3 4 5 6 7 8 9 17 16 15 14 13 12 11 101819 20 3x6 5x6 5x6 3x6 12x12 3x6 3x4 3x8 3x6 3x8 3x4 3x8 3x4 5x6 3x6 7-4-0 7-4-0 14-5-8 7-1-8 23-5-8 9-0-0 30-5-4 6-11-12 37-7-8 7-2-4 -1-0-0 1-0-0 7-4-0 7-4-0 14-5-8 7-1-8 23-5-8 9-0-0 30-5-4 6-11-12 37-7-8 7-2-4 1- 1 - 0 10 - 6 - 1 4 10 - 8 - 1 1 1- 3 - 5 10 - 6 - 1 4 8.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [5:0-3-0,0-2-0], [6:0-3-4,0-2-4], [7:0-1-12,0-1-8], [9:0-3-0,0-1-8], [11:0-2-8,0-1-8], [16:0-2-8,0-1-8], [17:Edge,0-10-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.74 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.33 -0.63 0.07 (loc) 12-15 12-15 10 l/defl >999 >708 n/a L/d 240 180 n/a PLATES MT20 Weight: 174 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 13-14: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-16,7-11,9-11,2-16: 2x3 SPF No.2, 9-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins, except end verticals, and 2-0-0 oc purlins (4-6-8 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-15, 5-12, 7-12 REACTIONS.(lb/size) 17=1783/0-3-8, 10=1694/Mechanical Max Horz 17=264(LC 5) Max Uplift17=-84(LC 6), 10=-47(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2355/190, 3-4=-2011/202, 4-5=-1886/244, 5-6=-1526/247, 6-7=-1957/245, 7-8=-2117/186, 8-9=-2254/159, 9-10=-1620/145, 2-17=-1705/184 BOT CHORD 16-17=-275/370, 16-18=-105/1859, 15-18=-105/1859, 14-15=-60/1570, 14-19=-60/1570, 13-19=-60/1570, 12-13=-60/1570, 12-20=-48/1787, 11-20=-48/1787 WEBS 3-15=-376/160, 5-15=0/618, 6-12=0/540, 7-12=-348/160, 9-11=-28/1604, 2-16=0/1499 NOTES-(12-13) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 17 = 12% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 10) "Semi-rigid pitchbreaks with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T11 Truss Type Hip Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489800 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-c3rbu83LUj2O9XMQdL?2KVL86Rmo8eSo1y4i3LzBeRf Scale = 1:79.6 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 1018 19 20 21 3x6 5x6 5x6 3x6 3x4 3x8 3x4 3x8 3x8 2x4 3x8 3x8 4x6 4x8 3x6 6x6 6-2-8 6-2-8 12-2-8 6-0-0 18-11-8 6-9-0 25-8-8 6-9-0 37-7-8 11-11-0 -1-0-0 1-0-0 6-2-8 6-2-8 12-2-8 6-0-0 18-11-8 6-9-0 25-8-8 6-9-0 31-6-12 5-10-4 37-7-8 6-0-12 1- 1 - 0 9- 0 - 1 3 9- 2 - 1 1 1- 3 - 5 9- 0 - 1 3 8.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [3:0-1-12,0-1-8], [5:0-3-3,Edge], [7:0-3-3,Edge], [10:Edge,0-1-12], [16:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.85 0.68 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.95 0.10 (loc) 10-11 10-11 10 l/defl >999 >471 n/a L/d 240 180 n/a PLATES MT20 Weight: 176 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E *Except* 12-14: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-16,3-15,8-11,2-16: 2x3 SPF No.2, 8-10,2-17: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-2 max.): 5-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-15, 6-11, 8-10 REACTIONS.(lb/size) 17=1733/0-3-8, 10=1735/Mechanical Max Horz 17=229(LC 5) Max Uplift17=-74(LC 6), 10=-37(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2254/191, 3-4=-2066/208, 4-5=-1958/243, 5-6=-1629/238, 6-7=-1659/228, 7-8=-2102/231, 8-9=-480/59, 9-10=-379/64, 2-17=-1663/182 BOT CHORD 16-17=-231/262, 15-16=-155/1790, 15-18=-112/1965, 14-18=-112/1965, 13-14=-112/1965, 12-13=-112/1965, 12-19=-112/1965, 11-19=-112/1965, 11-20=-91/1738, 20-21=-91/1738, 10-21=-91/1738 WEBS 5-15=-22/744, 6-15=-651/165, 6-13=0/337, 6-11=-597/178, 7-11=-16/767, 8-10=-1854/176, 2-16=-13/1543 NOTES-(11-12) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 8) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 12) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T12 Truss Type Hip Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489801 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-c3rbu83LUj2O9XMQdL?2KVLA0Rj78e7o1y4i3LzBeRf Scale = 1:73.3 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 101718 5x6 3x12 3x4 3x8 MT18HS3x8 3x6 2x4 3x8 3x8 3x6 4x6 5x6 3x8 MT18HS 3x6 4x6 9-11-8 9-11-8 18-11-8 9-0-0 27-11-8 9-0-0 37-7-8 9-8-0 -1-0-0 1-0-0 5-1-0 5-1-0 9-11-8 4-10-8 18-11-8 9-0-0 27-11-8 9-0-0 32-8-4 4-8-12 37-7-8 4-11-4 1- 1 - 0 7- 6 - 1 3 7- 8 - 1 1 1- 3 - 5 7- 6 - 1 3 8.00 12 Plate Offsets (X,Y)-- [4:0-3-3,Edge], [7:0-3-3,Edge], [9:0-2-0,0-1-4], [16:0-2-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.85 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.56 0.15 (loc) 11-13 15-16 10 l/defl >999 >796 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 156 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-6,6-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 12-14: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 5-15,5-11: 2x4 SPF No.2, 9-10,2-16: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-8 max.): 4-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 5-11, 8-10, 3-16 REACTIONS.(lb/size) 10=1669/Mechanical, 16=1737/0-3-8 Max Horz 16=194(LC 5) Max Uplift10=-33(LC 4), 16=-62(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-418/85, 3-4=-2162/227, 4-5=-1738/223, 5-6=-1708/220, 6-7=-1707/220, 7-8=-2124/227, 8-9=-286/63, 9-10=-257/60, 2-16=-415/115 BOT CHORD 15-16=-214/1732, 15-17=-206/2430, 14-17=-206/2430, 13-14=-206/2430, 12-13=-206/2430, 12-18=-206/2430, 11-18=-206/2430, 10-11=-93/1660 WEBS 4-15=-2/766, 5-15=-971/200, 5-13=0/481, 5-11=-1003/198, 7-11=-3/746, 8-10=-1995/162, 3-16=-1913/143 NOTES-(12-13) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 16. This connection is for uplift only and does not consider lateral forces. 10) "Semi-rigid pitchbreaks with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T13 Truss Type Piggyback Base Qty 4 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489802 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:7p1yGKCmG7u_ciwpMABd00zbMnB-4FPz5U4zF1AFnhxcA3XHsitKWr67t9cyGcqGbnzBeRe Scale = 1:94.4 12 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 1119 20 21 3x6 5x8 3x6 3x4 3x6 3x4 3x6 3x6 5x6 3x8 3x4 3x6 3x6 12x12 5x8 8-3-8 8-3-8 16-4-8 8-1-0 21-6-8 5-2-0 29-7-8 8-1-0 37-11-0 8-3-8 -1-0-0 1-0-0 8-3-8 8-3-8 16-4-8 8-1-0 21-6-8 5-2-0 29-7-8 8-1-0 37-11-0 8-3-8 38-11-0 1-0-0 1- 1 - 0 12 - 0 - 0 1- 1 - 0 12 - 0 - 0 8.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [5:0-3-12,0-2-0], [6:0-5-12,0-2-0], [8:0-1-12,0-1-8], [11:Edge,0-10-2], [12:0-2-0,0-1-8], [17:0-2-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.81 0.67 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.39 0.09 (loc) 15-17 15-17 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 184 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-17,8-12,2-17,9-12: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-9-11 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-15, 5-14, 8-14 REACTIONS.(lb/size) 18=1778/0-3-8, 11=1771/0-3-8 Max Horz 18=284(LC 5) Max Uplift18=-91(LC 6), 11=-91(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2377/187, 3-4=-1866/202, 4-5=-1716/251, 5-6=-1409/257, 6-7=-1704/251, 7-8=-1854/202, 8-9=-2366/187, 2-18=-1706/183, 9-11=-1699/183 BOT CHORD 17-18=-298/396, 17-19=-61/1869, 16-19=-61/1869, 15-16=-61/1869, 15-20=0/1419, 14-20=0/1419, 13-14=-3/1860, 13-21=-3/1860, 12-21=-3/1860, 11-12=-78/396 WEBS 3-17=0/251, 3-15=-581/177, 5-15=-34/616, 6-14=-20/578, 8-14=-582/177, 8-12=0/251, 2-17=0/1481, 9-12=0/1472 NOTES-(10-11) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 11 = 0%, joint 2 = 4% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 18 and 11. This connection is for uplift only and does not consider lateral forces. 8) "Semi-rigid pitchbreaks with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss T14 Truss Type Piggyback Base Qty 7 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489803 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:7p1yGKCmG7u_ciwpMABd00zbMnB-4FPz5U4zF1AFnhxcA3XHsitItr6Bt8yyGcqGbnzBeRe Scale = 1:94.8 12 3 4 5 6 7 8 9 17 16 15 14 13 12 11 1018 19 20 3x6 5x8 3x8 3x4 3x6 3x4 3x6 3x6 5x6 3x8 3x4 3x8 3x6 6x6 3x6 5x8 8-3-8 8-3-8 16-4-8 8-1-0 21-6-8 5-2-0 29-5-12 7-11-4 37-7-8 8-1-12 -1-0-0 1-0-0 8-3-8 8-3-8 16-4-8 8-1-0 21-6-8 5-2-0 29-5-12 7-11-4 37-7-8 8-1-12 1- 1 - 0 12 - 0 - 0 1- 3 - 5 12 - 0 - 0 8.00 12 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [5:0-3-12,0-2-0], [6:0-5-12,0-2-0], [7:0-1-12,0-1-8], [11:0-2-8,0-1-8], [16:0-2-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.67 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.39 0.08 (loc) 14-16 14-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 182 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-16,7-11,9-11,2-16: 2x3 SPF No.2, 9-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-10-4 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 5-13, 7-13 REACTIONS.(lb/size) 17=1766/0-3-8, 10=1690/Mechanical Max Horz 17=295(LC 5) Max Uplift17=-91(LC 6), 10=-54(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2359/186, 3-4=-1847/201, 4-5=-1697/250, 5-6=-1387/255, 6-7=-1828/252, 7-8=-2043/182, 8-9=-2283/152, 9-10=-1621/144, 2-17=-1695/183 BOT CHORD 16-17=-309/395, 16-18=-75/1854, 15-18=-75/1854, 14-15=-75/1854, 14-19=-2/1403, 13-19=-2/1403, 12-13=-34/1802, 12-20=-34/1802, 11-20=-34/1802 WEBS 3-16=0/252, 3-14=-582/177, 5-14=-33/617, 6-13=-23/574, 7-13=-547/177, 9-11=-7/1601, 2-16=0/1467 NOTES-(12-13) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) The Fabrication Tolerance at joint 2 = 4% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 10) "Semi-rigid pitchbreaks with fixed 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) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss TG01 Truss Type Common Girder Qty 1 Ply 3 78 Woods at Shelborne Job Reference (optional) I33489804 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-1eXjWA6DneQz0?4?IUZlx7zhlfrmLxPEjwJNggzBeRc Scale = 1:98.2 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 1323 24 25 26 27 28 29 3031 32 3x6 4x8 3x6 4x6 10x10 3x8 5x6 3x6 5x6 3x6 5x6 4x6 6x6 3x8 5x6 6x10 3x6 10x16 12x12 3-11-4 3-11-4 7-7-0 3-7-12 11-2-12 3-7-12 14-10-8 3-7-12 18-6-4 3-7-12 22-2-0 3-7-12 25-9-12 3-7-12 29-9-0 3-11-4 3-11-4 3-11-4 7-7-0 3-7-12 11-2-12 3-7-12 14-10-8 3-7-12 18-6-4 3-7-12 22-2-0 3-7-12 25-9-12 3-7-12 29-9-0 3-11-4 30-9-0 1-0-0 1- 2 - 0 12 - 3 - 1 4 1- 2 - 0 9.00 12 Plate Offsets (X,Y)-- [1:Edge,0-2-0], [2:0-4-13,0-2-0], [4:0-3-4,0-1-8], [5:0-1-12,0-1-12], [7:0-2-8,0-1-8], [8:0-2-12,0-1-8], [13:Edge,0-10-4], [14:0-1-12,0-2-4], [15:0-3-0,0-2-12], [16:0-2-12,0-2-12], [20:0-3-0,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.47 1.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.40 0.08 (loc) 19 17-19 13 l/defl >999 >875 n/a L/d 240 180 n/a PLATES MT20 Weight: 665 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 6-17,7-17,7-16,5-17,5-19,11-14,2-22: 2x4 SPF No.2 1-22,11-13: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 13=9978/0-3-8, 22=13108/0-3-8 (req. 0-3-10) Max Horz 22=-299(LC 3) Max Uplift22=-321(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2777/148, 2-3=-14756/343, 3-4=-14718/366, 4-5=-12906/323, 5-6=-10508/273, 6-7=-10508/272, 7-8=-12414/116, 8-9=-13712/0, 9-10=-12339/0, 10-11=-12461/0, 1-22=-1823/113, 11-13=-9736/0 BOT CHORD 22-23=-325/12078, 23-24=-325/12078, 21-24=-325/12078, 21-25=-325/12078, 20-25=-325/12078, 20-26=-227/11790, 19-26=-227/11790, 19-27=-113/10254, 27-28=-113/10254, 18-28=-113/10254, 17-18=-113/10254, 17-29=0/9861, 16-29=0/9861, 16-30=0/10945, 30-31=0/10945, 15-31=0/10945, 15-32=0/9871, 14-32=0/9871, 13-14=0/836 WEBS 6-17=-256/12234, 7-17=-3979/0, 7-16=0/4683, 8-16=-2213/0, 8-15=0/2457, 9-15=-121/1578, 9-14=-1995/137, 5-17=-5043/368, 5-19=-303/5968, 4-19=-3133/243, 4-20=-174/3572, 2-20=-444/140, 2-21=-85/2771, 11-14=0/9267, 2-22=-13951/267 NOTES-(12-13) 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. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-21 2x4 - 1 row at 0-5-0 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 and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) The Fabrication Tolerance at joint 13 = 0% 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) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 22. This connection is for uplift only and does not consider lateral forces. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss TG01 Truss Type Common Girder Qty 1 Ply 3 78 Woods at Shelborne Job Reference (optional) I33489804 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:35 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-1eXjWA6DneQz0?4?IUZlx7zhlfrmLxPEjwJNggzBeRc NOTES-(12-13) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1670 lb down and 66 lb up at 1-7-10, 1670 lb down and 66 lb up at 3-7-10, 1670 lb down and 66 lb up at 5-7-10, 1670 lb down and 66 lb up at 7-7-10, 1670 lb down and 66 lb up at 9-7-10, 1670 lb down and 66 lb up at 11-7-10, 1670 lb down and 66 lb up at 12-11-6, 1668 lb down and 67 lb up at 14-11-6, 1674 lb down and 59 lb up at 16-11-6, 1715 lb down and 49 lb up at 18-11-6, and 1649 lb down and 51 lb up at 20-11-6, and 2262 lb down at 22-11-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 13) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-60, 6-11=-60, 11-12=-60, 13-22=-20 Concentrated Loads (lb) Vert: 17=-1668(B) 20=-1670(B) 23=-1670(B) 24=-1670(B) 25=-1670(B) 26=-1670(B) 27=-1670(B) 28=-1670(B) 29=-1674(B) 30=-1715(B) 31=-1649(B) 32=-2262(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 78_WOODS_AT_SHELBORNE Truss TG02 Truss Type Hip Girder Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489805 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-1eXjWA6DneQz0?4?IUZlx7zh4foRL?FEjwJNggzBeRc Scale = 1:69.7 1 2 3 4 5 6 7 8 9 10 11 19 18 17 16 15 14 13 1220 21 22 23 24 25 26 27 28 29 30 31 32 33 34 5x8 3x6 5x8 4x8 4x6 3x8 2x4 2x4 4x8 5x6 4x6 4x6 4x8 10x10 10x10 7-8-8 7-8-8 15-1-15 7-5-7 22-9-1 7-7-3 30-2-8 7-5-7 37-11-0 7-8-8 -1-0-0 1-0-0 4-0-0 4-0-0 7-8-8 3-8-8 15-1-15 7-5-7 22-9-1 7-7-3 30-2-8 7-5-7 33-11-0 3-8-8 37-11-0 4-0-0 38-11-0 1-0-0 1- 1 - 0 6- 2 - 1 1 1- 1 - 0 6- 2 - 1 1 8.00 12 Plate Offsets (X,Y)-- [2:Edge,0-2-12], [4:0-5-0,0-2-3], [5:0-2-8,0-1-8], [8:0-3-12,0-2-0], [10:Edge,0-2-12], [15:0-1-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.67 0.68 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.51 0.13 (loc) 15-16 15-16 12 l/defl >999 >893 n/a L/d 240 180 n/a PLATES MT20 Weight: 210 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-6,6-8: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 5-18,5-15,8-15,2-19,10-12: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins, except end verticals, and 2-0-0 oc purlins (3-4-14 max.): 4-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-18, 5-15, 3-19, 9-12 REACTIONS.(lb/size) 19=2434/0-3-8, 12=2447/0-3-8 Max Horz 19=-147(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-731/24, 3-4=-3135/0, 4-5=-2542/0, 5-6=-3766/0, 6-7=-3766/0, 7-8=-3766/0, 8-9=-3162/0, 9-10=-725/23, 2-19=-589/69, 10-12=-584/69 BOT CHORD 19-20=-34/2421, 20-21=-34/2421, 18-21=-34/2421, 18-22=0/3826, 17-22=0/3826, 17-23=0/3826, 23-24=0/3826, 16-24=0/3826, 16-25=0/3826, 25-26=0/3826, 26-27=0/3826, 27-28=0/3826, 28-29=0/3826, 15-29=0/3826, 15-30=0/2585, 14-30=0/2585, 14-31=0/2585, 31-32=0/2585, 13-32=0/2585, 13-33=0/2442, 33-34=0/2442, 12-34=0/2442 WEBS 3-18=-49/314, 4-18=0/1378, 5-18=-1672/19, 5-16=0/665, 7-15=-472/198, 8-15=-15/1548, 8-13=0/536, 9-13=-49/315, 3-19=-2510/0, 9-12=-2543/0 NOTES-(10-11) 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down at 3-9-4, 186 lb down and 61 lb up at 5-9-4, 87 lb down at 7-9-4, 87 lb down at 9-9-4, 87 lb down at 11-9-4, 87 lb down at 13-9-4, 87 lb down at 15-9-4, 87 lb down at 17-9-4, 87 lb down at 18-11-8, 87 lb down at 20-1-12, 87 lb down at 22-1-12, 87 lb down at 24-1-12, 87 lb down at 26-1-12, 87 lb down at 28-1-12, 87 lb down at 30-1-12, and 186 lb down and 61 lb up at 32-1-12, and 160 lb down at 34-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss TG02 Truss Type Hip Girder Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489805 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:35 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-1eXjWA6DneQz0?4?IUZlx7zh4foRL?FEjwJNggzBeRc LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-8=-60, 8-10=-60, 10-11=-60, 19-23=-20, 23-26=-60, 26-31=-20, 13-31=-60, 12-13=-20 Concentrated Loads (lb) Vert: 17=-57(F) 18=-57(F) 13=-57(F) 14=-57(F) 20=-157(F) 21=-186(F) 22=-57(F) 24=-57(F) 25=-57(F) 26=-57(F) 27=-57(F) 28=-57(F) 29=-57(F) 30=-57(F) 32=-57(F) 33=-186(F) 34=-157(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 78_WOODS_AT_SHELBORNE Truss TG03 Truss Type Half Hip Girder Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489806 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-Vq56kW7rYyYqe9fBsB4_ULVno24H4OlOya2wC6zBeRb Scale = 1:66.7 1 2 3 4 5 6 7 8 15 14 13 12 11 10 916 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 5x6 3x6 3x4 4x6 12x12 4x8 6x8 3x6 5x6 3x6 6x6 5x6 5x8 7-8-8 7-8-8 17-7-0 9-10-8 27-5-8 9-10-8 37-7-8 10-2-0 -1-0-0 1-0-0 7-8-8 7-8-8 15-1-6 7-4-14 22-6-4 7-4-14 29-11-2 7-4-14 37-7-8 7-8-6 1- 1 - 0 6- 2 - 1 1 8.00 12 Plate Offsets (X,Y)-- [3:0-3-4,0-2-4], [7:0-3-0,0-2-4], [12:0-3-0,0-2-12], [14:0-4-0,0-2-8], [15:0-5-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.99 0.90 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.54 0.12 (loc) 10-12 10-12 9 l/defl >999 >835 n/a L/d 240 180 n/a PLATES MT20 Weight: 200 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 4-14,7-9: 2x4 SPF No.2, 2-15: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-15 max.): 3-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 5-10 2 Rows at 1/3 pts 7-9 REACTIONS.(lb/size) 9=2282/Mechanical, 15=2401/0-3-8 Max Horz 15=186(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3172/0, 3-4=-2550/0, 4-5=-3813/0, 5-6=-3028/0, 6-7=-3028/0, 2-15=-2205/0 BOT CHORD 15-16=-192/782, 16-17=-192/782, 14-17=-192/782, 14-18=0/3640, 18-19=0/3640, 19-20=0/3640, 20-21=0/3640, 13-21=0/3640, 12-13=0/3640, 12-22=0/3599, 22-23=0/3599, 23-24=0/3599, 11-24=0/3599, 11-25=0/3599, 25-26=0/3599, 26-27=0/3599, 10-27=0/3599, 10-28=0/2446, 28-29=0/2446, 29-30=0/2446, 30-31=0/2446, 31-32=0/2446, 32-33=0/2446, 9-33=0/2446 WEBS 3-14=0/1326, 4-14=-1400/90, 4-12=0/591, 5-12=0/427, 5-10=-886/68, 7-10=0/1522, 7-9=-3055/0, 2-14=-10/1746 NOTES-(10-11) 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; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down at 3-9-4, 186 lb down and 61 lb up at 5-9-4, 87 lb down at 7-9-4, 87 lb down at 9-9-4, 87 lb down at 11-9-4, 87 lb down at 13-9-4, 87 lb down at 15-9-4, 87 lb down at 17-9-4, 87 lb down at 18-11-8, 87 lb down at 20-1-12, 87 lb down at 22-1-12, 87 lb down at 24-1-12, 87 lb down at 26-1-12, 87 lb down at 28-1-12, 87 lb down at 30-1-12, 87 lb down at 32-1-12, and 87 lb down at 34-1-12, and 87 lb down at 36-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 11) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss TG03 Truss Type Half Hip Girder Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489806 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:36 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-Vq56kW7rYyYqe9fBsB4_ULVno24H4OlOya2wC6zBeRb LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-8=-60, 15-20=-20, 13-20=-60, 13-24=-20, 24-26=-60, 26-29=-20, 29-31=-60, 9-31=-20 Concentrated Loads (lb) Vert: 13=-57(B) 14=-57(B) 12=-57(B) 16=-157(B) 17=-186(B) 18=-57(B) 19=-57(B) 21=-57(B) 22=-57(B) 23=-57(B) 25=-57(B) 26=-57(B) 27=-57(B) 28=-57(B) 30=-57(B) 31=-57(B) 32=-57(B) 33=-57(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 78_WOODS_AT_SHELBORNE Truss V01 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489807 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-Vq56kW7rYyYqe9fBsB4_ULV_Q2DC4Z0Oya2wC6zBeRb Scale = 1:78.5 1 2 3 4 5 6 11 10 9 8 712 133x4 4x6 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 20-10-13 20-10-13 12-10-11 12-10-11 20-10-13 8-0-2 0- 0 - 4 9- 8 - 0 3- 7 - 1 5 9.00 12 Plate Offsets (X,Y)-- [1:0-1-11,0-1-8], [11:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.19 0.33 0.27 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: 78 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-11: 2x4 SPF-S Stud WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 4-9: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 REACTIONS.All bearings 20-10-13. (lb) - Max Horz 1=259(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 9, 10 except 11=-116(LC 6), 8=-115(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=436(LC 1), 10=492(LC 10), 11=445(LC 1), 8=541(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-266/237 WEBS 2-11=-274/159, 5-8=-279/164 NOTES-(8-9) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 9, 10 except (jt=lb) 11=116, 8=115. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss V02 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489808 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-z0fUxs7UJFggGJEOPvbD1Y29SScip0gXAEoTkYzBeRa Scale = 1:67.9 1 2 3 4 5 6 11 10 9 8 73x4 4x6 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 19-1-7 19-1-7 11-1-6 11-1-6 19-1-7 8-0-2 0- 0 - 4 8- 4 - 0 2- 3 - 1 5 9.00 12 Plate Offsets (X,Y)-- [11:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.18 0.31 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: 65 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-11: 2x4 SPF-S Stud WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 19-1-7. (lb) - Max Horz 1=211(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 7, 9, 11 except 10=-108(LC 6), 8=-116(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 9=452(LC 1), 10=424(LC 10), 11=281(LC 1), 8=440(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-265/158, 5-8=-279/166 NOTES-(8-9) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 9, 11 except (jt=lb) 10=108, 8=116. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss V03 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489809 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-z0fUxs7UJFggGJEOPvbD1Y28mSbSp2zXAEoTkYzBeRa Scale = 1:57.2 1 2 3 4 5 10 9 8 7 63x6 4x6 2x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 17-4-2 17-4-2 9-4-0 9-4-0 17-4-2 8-0-2 0- 0 - 4 7- 0 - 0 0- 1 1 - 1 5 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.20 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 55 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 17-4-2. (lb) - Max Horz 1=164(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 6 except 10=-135(LC 6), 7=-123(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 8=385(LC 1), 10=507(LC 10), 7=442(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-10=-310/178, 4-7=-277/169 NOTES-(8-9) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6 except (jt=lb) 10=135, 7=123. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss V04 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489810 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-RDCs9C864ZoXtSpazc6SZmaJlsySYW5hPuX1G?zBeRZ Scale = 1:46.6 1 2 3 4 5 8 7 69 103x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 15-1-6 15-1-6 7-6-11 7-6-11 15-1-6 7-6-11 0- 0 - 4 5- 8 - 0 0- 0 - 4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.08 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 45 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 15-1-6. (lb) - Max Horz 1=-124(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-107(LC 6), 6=-107(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=337(LC 10), 6=337(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-252/147, 4-6=-252/147 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=107 , 6=107. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss V05 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489811 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-RDCs9C864ZoXtSpazc6SZmaGrsubYWFhPuX1G?zBeRZ Scale = 1:36.1 1 2 3 45x8 5x6 5x8 2x4 11-6-11 11-6-11 5-9-6 5-9-6 11-6-11 5-9-6 0- 0 - 4 4- 4 - 0 0- 0 - 4 9.00 12 Plate Offsets (X,Y)-- [1:0-1-4,Edge], [2:0-4-0,0-2-0], [3:0-2-2,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.45 0.33 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=208/11-6-11, 3=208/11-6-11, 4=441/11-6-11 Max Horz 1=-94(LC 4) Max Uplift1=-16(LC 6), 3=-22(LC 7), 4=-1(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss V06 Truss Type GABLE Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489812 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:Z1KeJe5MxNveIuL8LQgQDJzbeli-RDCs9C864ZoXtSpazc6SZmaFlsvOYX7hPuX1G?zBeRZ Scale = 1:26.4 1 2 3 42x4 3x4 2x4 2x4 8-0-1 8-0-1 4-0-0 4-0-0 8-0-1 4-0-0 0- 0 - 4 3- 0 - 0 0- 0 - 4 9.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.45 0.28 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=163/8-0-1, 3=163/8-0-1, 4=264/8-0-1 Max Horz 1=-64(LC 4) Max Uplift1=-24(LC 6), 3=-29(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; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 Job 78_WOODS_AT_SHELBORNE Truss V07 Truss Type Valley Qty 1 Ply 1 78 Woods at Shelborne Job Reference (optional) I33489813 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue May 29 12:23:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:?HyBdiJcEMr8yKRgxBBP?6zBfO0-vPmEMY9krtwOVcOmXJeh6z7WhGFFH_1qeYHapRzBeRY Scale = 1:13.3 1 2 3 2x4 2x4 2x4 0-0-5 0-0-5 4-5-6 4-5-1 2-2-11 2-2-11 4-5-6 2-2-11 0- 0 - 4 1- 8 - 0 0- 0 - 4 9.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.12 0.30 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=153/4-4-11, 3=153/4-4-11 Max Horz 1=-33(LC 4) Max Uplift1=-6(LC 6), 3=-6(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES-(8-9) 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 and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI-B1 9) It is extremely important to properly install temporary lateral restraint and diagonal bracing, in accordance with BCSI-B2 or using proprietary methods (e.g. Stabilizer, etc.). 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. May 29,2018 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s .